458 ADMIRAL WAY.PDFiiiiiiiiiiiiii
10019
458 ADMIRAL WAY
0 &
TAX ACCOUNT/PARCEL
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS:
DISCRETIONARY PERMIT
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DA'
EASEMENT(S) RECORDED FOR:
DETERMINATION: E] Conditional Waiver 0 Study Required E] Waiver
PERMITS (OTHER): j�--Jn CK b0gk)- �96 kVft "
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: 9 /1 �
SEWER LID FEE $:
SHORT PLAT FILE: LOT:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED: J�
LID #:
BLOCK:
LATEMP\DST's\Fomis\Street File Checklist.doc
CITY OF EDMONDS
i6L E PERMIT
6W NUMBER 5scoo-9
CONST'RUCTION PERMIT APPLICATION
,,, SUITEiAPT
ADDRESS
4,5
OWNER NAME/NAME OF BUSINESS
P,ort of Edmonds
LEGAL DESCRIPTION CHECKI
SUBDIVISION NO,
LIO NO
MAILING ADDRESS
Z
3: 336 Admiral Way
0
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP.
EXISTING — REQUIRED DEDICATION
PROPOSED
TESCP Appr�ed a
AW P81-il Required 13
Street Use Peril Req'd 0
IntimliOn Required 0
Sidewalk Required D
CITY ZIP
Edmonds. 14A 920�0
TELEPHONE NUMBER
NAME
Sverdrup Civil, loc.
METER SIZE
LINE SIZE
NO. .1 FIXTURES
PRV REQUIRED
YES 0 NO 0
-,rD-D—RESS
PO Box 970GZ
REMARKS
CITY ZIP ITELEPRONE
Kirkland, WA 990MW62�
NUMBER
,1?2_330j
a
6
fitAME
Ma-nson Consicruc-ciori
ADDRESS
2 PO Box 24067
ENGINEERING MEMO IATEr Day
37
CITY 537TE/LEPHONE
NUMBER
1
FIRE MEMU DATED LREVIEWED BY
7. (0—
Z Seattle,WaIiihingtoll
STATE LICENSE NUMBER EXPIRATION DATE
I`,1A-NS-0C-E373No
SIGN AREA
SEPAREVIEWM
ADD NO.
ALLOWED PROPOSED
COMPLETE
PT
Legal Description of Property - . include all easements
Z See attaChiflerit B. for iPoi% of
I
JEXE
EXP
ORELINE#
Marina
VARIANCE OR CUI
PLANNING REVIEW
BY
SETBACKS 7 F1 HEIGHT
LOT COVtRAbE
Z
�F ONT SIDE EAR
=unt 2321U3-4Ji4jj��
Parcel No.
ElNEW 11 RESIDENTIAL PLUMBING
�DDITION
.0 A- 2 COMMERCIAL MECHANICAL
Yc) tag o4' 4r-ran, I
REMODEL 1:1 APT.BLDG. SIGN
my-m,( no.
ClI4ECKED BY
TYPE OF CONSTRUCTION
8-VA7Z.
OCCUPANT
GFIC
GRADING
CYOS, FENCE
REPAIR' I— x _FT)
E] DEMOLISH OODSTOVE SWIM POOL
INSERT HOT TUB/SPA
]GARAGE RETAINING WALL/
CARPORT ROCKERY RENEWAL
VZ E OF USE. BUSINESS OR ACTIVITY) EXPLAIN:
yupblic Marina/Moorage
IS
SPECIlti. INSPECTOR
RE OU ED
AREA
OCCUP4 NT
MARKS
PROGRESS INSPECTIONS PER LIBC 305
NUMBER
..U-.LE.R OF CRITICAL
0 OF
00 STORIES
0 EL N. AREAS
UNITS NUMBER
DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN)
FINAL INSPECTION REQUIRE6
Modify Fboat arrangembec and ducl ru�.
mooring passenger v ssel.
VALUATION
.,FEE
jighow
PLAN CHECK FEE
ago& -
BUILDING
$269IZ96
HEAT SOURC . E:
GLAZING
PLUMBING
Plan Check No.
MECHANICAL
This Permit Covers work to be done on private property ONLY.
GRADINGIFILL
Any construction on the public domain (curb
STATE SURCHARGE
driveways, marquees, etc.) will require separat� pe_rm_,Is,s,io_n,.
Permit Application: 180 Days
Permit Limit: I Year - Provided Work Is Started Within 180 Days
STORM DRAINAGE FEE
"Applicant, on behalf of his or her spouse, heirs. assigns and
ENO. INSPECTION FEE
successors in interest, agrees to indemnity, defend and hold
harmless the City of Edmonds, Washington, its officials
a employees, and agents from any and all claims for damages of
PLAN CHECK DEPOSIT
V2 7
�( whatever nature, arising directly or indirectly from the issuance
x of this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirement of any city ordinance
nor limit In any way the City's ability to enforce any ordinance
provision."
TOTAL AMOUNT DUE
I hereby acknowledge that I have read this application; that the
Information given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL
:Uthorized agent of the owner. I agree to comply with city and THIS PERMIT This application Is not a permit until
tat a laws regulating Construction: and in doing the work authoriz. AUTHORIZES
ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Offl-clal or histher
Code of the State of Washington relating to Workmen's Compensa- WORK NOTED Deputy: and fees are paid, and receipt is
tion Insurance and RCW 18.27. - INSPECTION acknowledged in space provided.
SIG IOWNER OR AGENT) DATE S DEPARTMENT
OF 'S SI NATUR. DATE
011 ;ED 41 CITY OF
T"u EDMONDS
14e� / 2 12- 71�
N RELEAS DATE
CALL FOR
-ATTENTION INSPECTION
IT S UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
11 771-022
U TIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 0 ORIGINAL — File YELLOW — inspector
ArN CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
CHAPTER 3. PINK — Owner GOLD`— Assessor
Ternporo
Eick- I'Y Rejo,
,vot,t 4-6- ung F, atio, of
nnge"Dic. Float Fenjefrnger piers �. B
Pivs A & 8 an 3 between
d maZg Lon,
.3
Exist fuel dock
Exist. Pier
Holding
Minii;�,f -�S, Ung -
to 0 at 3-E�. ver
A&M-Mu'n mt.
Riggin, Of 2 in
Nots' 2-6- Di(X Yon I Eoc�. ?Xk.
Panger Foot F.en
Pier C and ders between
Hofemg Lones
.ing West Breakwater
P,
Plers A
asts a& a to 0
nd F-,nger P.
Pas'; with 5X6.'er C
DIG.
S
Contours �TsEXLX�—
Plan Detail 1 Vill 1-7
Exist sheet ile�
A Pile �brllkwatr
A
Mooring
.1 Float
ist Tis ber Pile
C , W?
/-Exist Access Float
C:)
lrmm
I Exist.
rxist. parking Restaurant
C3
C3
"Porary
in Temp. toilet
T . I I tractors i ts
spaces) "Mo - X100,)*
n
. ........... ... Exist Fur Breeders B1d*g
7�
............. J., Detail
U=
141 Parking Spaces i
grea I Admiral Way
t1-PI GVDisabled Spaces)
W 25! -0 W Too*
Swc 1,-5v
EDMONDS MARINA SITE PLAN
W"'2" STATE FED. AiD PROJ. NO.
10 WASI- WASHINGTON STATE FERRIES WASHINGTON STATE
im ha ACSTPF 950](001) Ira DEPARTMENT OF TRANSPORTATION
Swardrup
For Boat Repair Yard
Parking/Striping (located near
Admiral Way and Dayton Ave.)
see t-3*--� Sht. C-11.
NICY
MARINE TRANSPORTATIW-
EDMONDS FERRY TERMINALZ
REPLACE DOCKING FACIUTY-'�
EDMONDS MARINA SITE PLAN
I
C-12
is
RECEIVED
DEC 2 8 1994
pERMIT COUNTER
C!TY OF EDIVIONDS
B DING DEPARTMENT
WORK A
ADDRESS
APPROVED DAT
BLDG. OFFICIAL,!K
PEAMIT VUMBER
Y OF ELDW.
C
Bull�\IDING DEPA NT
C RT E
WORK Y, % Lav-
ADDRESS
UAINER
APPRO!VED XDE:
�C
FIDG. OF CIAL
V"
P E R 'M 8
MA
E
0
CITY OF EDMONDS
"U/N -EW
AD' D'ITION
RETIREMENT
- ---------- --
AS* INFORMATION SHEET.
ASSET NO.
ADDITION TO ASSET, NO.
DESCRIPTION
SERIAL NO.
LOCATION
I
DEPT/ N2.
. 4
PURCHASE ORDER NO. *PROJECT NUMBER
PURCHASE ORDER DATE PROJECT COMPLETION DATE /h,
COST COST
B.A.R.S. ACCOUNT NO. 19 0 0
ESTIMATED LIFE
0
ktnp
INITIATED BY DATE APPROVED BY
"SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST
*SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT
ACCOUNTING ONLY
Ek--DEPRECIATE
MONTHLY DEPRECIATION AMOUNT
ANNUAL DEPRECIATION AMOUNT
G.L. ENTRY
REFERENCE
INITIAL
'�- L6z'
VERIFIED BY
PROCESSED
BATCH NO.-
V
EDMONDS
STREET FILE
MARINA MODIFICATIONS
FOR
EDMONDS FERRY TERMINAL
TEMPORARY CLOSURE
SPECIFICATIONS
ENGINEER:
SVERDRUP CIVIL, INC.
P.O. BOX 97062
3300 CARILLON POINT
KIRKLAND, WASHINGTON 98083-9762
PHONE: 206-822-3300
RUSS EAST
OWNER:
WASHINGTON STATE FERRIES
811-1st AVENUE) 3rd FLOOR
SEATTLE, WASHINGTON 98104
PHONE: 206-389-2590
JOEL COLBY
RECEIvED
NOV 2 8 1994
PERMIT coUM
CONTENTS:
SECTION 6-02, CONCRETE STRUCTURES
SECTION 6-03, STEEL STRUCTURES
SECTION 6-05, PILING
SECTION 9-07, REINFORCING STEEL
DESCRIPTION OF WORK
PREVENTION OF ENVIROMENTAL AND PRESERVATION OF
PUBLIC NATURAL RESOURCES
PERMITS, WILDLIFE, FISHERIES, AND ECOLOGY REGULATION
ARCHAEOLOGICAL AND HISTORICAL OBJECTS
DISPOSAL OF MATERIAL
FIRE PREVENTION
TERMINAL CLOSURE
CLOSURE REQUIREMENTS
MAINTENANCE OF TRAFFIC
CONSTRUCTION STAGING AREAS
PASSENGER ONLY SERVICE FACILITIES.
PASSENGER SHELTERS
TEMPORARY SIGNS
TEMPORARY PAVEMENT MARKINGS
TRAFFIC. CONTROL AND TEMPORARY BARRIERS
STEEL PIPE PILES
STEEL PILE TIPS
PILE DRIVING EQUIPMENT APPROVAL
PILE DRIVING CRITERIA
DYNAMIC PILE TESTING
PAINTING STEEL PIPE PILING AND STEEL SHEET PILING
PAINTING STEEL
STRUCTURAL CARBON STEEL
REMOVING WATER LINE
WATER LINE
BACKFLOW PREVENTER ENCLOSURE
CATCH BASINS
STORMWATER SEPARATOR
TRENCH DRAINS
MOLDED TRENCH DRAINS
SANITARY AND. STORM SEWER PIPING
PIPE HANGERS AND SUPPORTS
CONCRETE FLOATS AND MOORING DEVICES
'i
'ZI
2 The second sentence of the second paragraph is revised to read:
3
4 The drawings shall be on sheets measuring 22 by 34 inches, 24 by 36 inches, 11 by 17
5 inches, or on sheets with dimensions in rnultiples of 8 1/2 by 11 inches.
6
7 SECTION 6-02, CONCRETE STRUCTURES
8 September 6, 1994
9 Sections 6-02.1 through 6-02.3(6)D, except Table 6-02.3(6), are deleted in their entirety and are
10 replaced by the following new Sections 6-02.1. through 6-02.3(6)D, including a new Contracting
11 Agency -Provided Mix Designs chart.
12
13 6-02.1 Description
14 Section 6-02 applies to the construction of all structures (and their parts) made of Portland
15 cement concrete with or without reinforcement. Any part of a structure to be made of other
16 materials shall be built as these Specifications require elsewhere.
17
18 6-02.2 Materials
19 Materials shall meet the requirements of the following sections:
20
21 Portland Cement 9-01
22 Aggregates for Portland Cement Concrete 9-03.1
23 Gravel Backfill 9-03.12
24 Joint and Crack Sealing Materials 9-04
25 Reinforcing Steel 9-07
26 Epoxy -Coated Reinforcing Steel 9-07
27 Pre * stressed Concrete Girders 9-19
28 Curing Materials and Admixtures 9-23
29 Fly Ash 9-23
30 Plastic Waterstop 9-24
31 Water 9-25
32 Elastomeric Bearing Pads 9-31
33
34 6-02.3 Construction Requirements
35
36 6-02.3(l) Classification of Structural Concrete
37 The class of concrete to be used shall be as noted in the Plans and these Specifications. The
38 numerical class of concrete defines the specified compressive strength at 28 days. The letter
39 designations following the class of concrete identify specific uses.
40
41 LS for Low Shrink applications
42 P for Piling applications
43 W for Underwater applications
44 D for Deck applications
45
46 The Contractor may request, in writing, permis sion to use a class of co n-crete with a higher
47 compressive strength than specified. The substitute concrete shall be evaluated for acceptance
48 based on the specified class of concrete. The Engineer will respond in writing. The Contractor
49 shall bear any added costs that result from the change.
50
51 6-02.3(2) Proportioning Materials
52 The total Chloride ion (CF) content of the mixed concrete shall not exceed 0.06 percent of
53 cementitious material for prestressed concrete nor 0.10 percent of cementitious material for
54 reinforced concrete. Cementitious material shall be the weight of cement plus fly ash, if used.
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449
2 Concrete for bridge decks, bridge approach slabs, and for Contracting Agency -provided mixes
3 shall use only Class 1 fine aggregate. Concrete for slip -formed barrier may use Class 1 or 2 fine
4 aggregate.
5
6 Unless otherwise specified, the Contractor shall use Type 11 Portland cement in all concrete.
7
8 The use of fly ash for all classes of concrete other than for Contracting Agency -provided mixes
9 is optional. Fly ash, if used, shall not exceed 25 percent by weight of the total cementitious
10 material in the concrete mix and all concrete within a class in a structure shall have the same
11 proportion of fly ash. The water to cement ratio shall be calculated on the total cementitious
12 material.
13
14 As an alternative to the use of cement and fly ash as separate components, a blended
15 hydraulic cement, Type IP(IVIS) or Type I (PIVI) (IVIS), may be used. The blended cement shall
16 be produced such that the maximum fly ash content of the cementitious material is 25 percent.
17
18 6-02.3(2)A Contractor -Provided Mix Design
19 The Contractor shall provide a mix design for concrete Class 6000 and 600OLS. For all other
20 classes of, concrete, the Contractor may provide an alternate mix design to the Contracting
21 Agency -Specified mix design. If the Contractor elects to provide an alternative for Class 4000P
22 or Class 4000D, the proposed mix shall provide a minimum fly ash content per cubic yard of
23 100 lbs. and 75 lbs. respectively.
24
25 For concrete designated as LS (Low Shrink) or concrete designated as W (underwater
26 placement), the maximum water cement ratio shall be as shown in Section 6-02.3(2)C. For
27 concrete Class 600OLS, the Contractor -provided mix design water cement ratio shall not
28 exceed 0.36.
29
30 The Contractor's submittal of a mix design shall provide a unique identification for each mix
31 design and shall include themix proportions per cubic yard and the proposed sources.
32 Concrete placeability, workability, and strength shall be the responsibility of the Contractor.
33 The Contractor shall notify the Engineer in writing of any mix design weight modifications.
34
35 Fine aggregate shall conform to Section 9-03.1(2) Class 1 or Class 2.
36
37 Coarse aggregate shall conform to Section 9-03.1(3), Grading No. 2, 5, or 6, or to Section 9-
38 03.1(4). The nominal maximum size aggregate shall be 3/4 inch for all classes except Class
39 3000, 4000P, and 4000W. The nominal maximum size aggregate for Class 3000 and 400OW
40 shall be 11 /2 inches. The nominal maximum size aggregate for Class 4000P shall be 1/2 inch.
41
42 Water reducing/ retarding admixture for concrete Class 4000P shall conform to the
43 requirements of Section 9-23.6 Type D. High range water reducing admixtures shall conform to
44 the requirements of Section 9-23.6 Type G.
45
46 6-02.3(2)B Commercial Concrete
47 Where concrete Class 3000 is specified for luminaire bases, plugging culverts, concrete collars,
48 sign foundations, guardrail anchors, culvert headwalls, sidewalks, curbs, and gutters the
49 Contractor may use commercial concrete. Commercial class concrete shall not be used for
50 bridges, retaining walls, or box culverts.
51
52 Commercial class concrete shall conform to the following:
53
54 Specified Compressive Strength
55 at 28 days, minimum 3000 psi
EDMONDS FERRY TERMINAL
Replace Dc>cking Facility
94A449
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
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31
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33
34
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40
41
42
43
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46
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48
49
50
51
52
53
Section 6-02.3(5)L
In the paragraph following No. 10, the Section reference is revised to read:
Section 6-02.3(5)J
SECTION 6-03, STEEL STRUCTURES
March 21, 1994
6-03.3(7) Shop Plans
The third sentence of the sixth paragraph is revised to read:
The reproducible copies shall be clear, suitable for microfilming, and on permanent sheets
that measure 22 by 34 inches or 24 by 36 inches.
6-03.3(28)A Method of Shop Assembly
The first paragraph of Item 2c is supplemented with the following:
For straight sections of bridges without skews or tapers, girders in each subsequent stage
may be assembled to include one girder shop section from the previous stage and one or
more girder shop sections at the advancing end.
6-03.3(32) Assembling and Bolting
The first sentence of the first paragraph is revised to read:
To begin bolting any field connection or splice, the Contractor shall install and tighten to
.snug -tight, enough bolts to bring all parts into full contact with each other prior, to
tightening these bolts to the specified minimum tension.
The first sentence of the second paragraph is revised to read:
As erection proceeds, all field connections and splices for each member shall be securely
drift pinned and bolted in accordance with paragraphs 1 or 2 below before the weight of
the member can be released or the next member is added.
The fifth sentence in item No. 1 of the second paragraph is revised to read:
Once all these bolts are snug -tight, each bolt shall be systematically tightened to the
specified minimum tension.
The fifth sentence in item No. 2 of the second paragraph is revised to read:
Once all these bolts are snug -tight, each bolt shall be systematically tightened to the
specified minimum tension.
I
SECTION 6-05, PILING
September 6, 1994
6-05.3(1)B Driving Piles
The second paragraph is revised to read:
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449
25
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
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20
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22
23
24
25
26
27
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31
32
33
34
35
36
37
38
39
40
41
42
43
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47
48
49
50
51
The Contraoshall not drive piling from an existing strGire unless all of the following
conditions have been met:
1. The existing structure will be demolished within the contract,
2. The existing structure is permanently closed to traffic, and
3. Working drawings are submitted in accordance with Sections 6-01.9 and 6-
02.3(16),. showing the structural adequacy of the existing structure to safely
support all of the construction loads.
6-05.3(4)A Steel Casings or Shells '
The first sentence of the second paragraph is revised to read:
Spiral welded pile casings are not allowed for pile casings greater than 24-inch diameter.
SECTION 7-12, VALVES FOR WATER MAINS
May 23,1994
7-12.2 Materials
The material section references are revised as follows:
Combination Air Release/Air Vacuum Valves 9-30.3(7)
End Connections 9-30.5(1)
SECTION 8-11, GUARDRAIL
January 3, 1994
8-11.4 Measurement
The first paragraph is replaced with the following.two paragraphs:
Measurement of beam guardrail and beam guardrail Type 1 long posts will be by the
linear foot measured along the line of the completed guardrail, including expansion
sections, and will also include the terminal section for Type F connections.
Measurement of beam guardrail transition sections will be per each for the type of
transition section installed. Terminal sections, except for Type F connections, will be
considered part of the transition section and will be included in the measurement of the
transition section.
The third paragraph is deleted.
8-11.5 Payment
Item No. 5 is revised to read:
5. "Beam Guardrail Transition Section Type _", per each.
The unit contract price per each for "Beam Guardrail Transition Section Type " shall
include posts, terminal sections, and attaching the transition section to masonry
structures.
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449
26
1 SECTION 8-2 LUMINATION, TRAFFIC SIGNA
2 ELECTRICAL* IOYSTEMS, AND
3 June 27,1994
4 8-20.1(2) Industry Codes and Standards
5 This section is supplemented with the following:
6
7 International. Municipal Signal Association (IMSA), P.O. Box 539, 1115 North Main Street,
8 Newark, NY 14513.
9
lo 8-20.3(12) Painting
11 The third paragraph is deleted.
12
13 8-20.5 Payment
14 In the paragraph directly following No. 4, *Conduit In. Diam." is revised to read "Conduit
15 Pipe _ In. Diam.".
16
17 SECTION 9-07, REINFORCING STEEL
18 January 3, 1994
19 9-07.3 Epoxy -Coated Steel Reinforcing Bars�
20
21 In the first paragraph, No. 9 is revised to read:
22
23 9. The thickness of epoxy coating shall be 10 mils plus or minus 2 mils.
24
25 SECTION 9-13, RIPRAP, QUARRY SPALLS, AND SLOPE PROTECTION
26 September 6, 1994
27 9-13.3 Sack Riprap
28 In the last sentence of the first paragraph, the section reference is revised to read:
29
30 Section 6-02.3(4)C
31
32 SECTION 9-16, FENCE AND GUARDRAIL
33 August 8, 1994
34 9-16.1 (1) General
35 The following is added after the first paragraph:
36
37 9-16.1 (1)A Class 1 Material
38 Class 1 material may be used for chain link fence construction statewide.
39
40 The following is added after the last paragraph:
41
42 9-16.1 (1)B Class 2 Material
43 Class 2 material may be used for chain link fence posts for construction east of the
44 Cascades only.
45
46 Class 2 pipe shall meet the outside dimensions of ASTM A 120, Schedule 40 and have a
47 minimum yield strength of 50,000 psi. Class 2 pipe shall be hot -dip zinc coated with 0.9
48 ounces per square foot of exterior surface and shall be over coated with clear acrylic. The
49 internal surface of pipe shall have a protective coating of hot -dip zinc or zinc rich paint
50 with a minimum thickness of 0.3 mils.
51
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 27
9-16.1(2) Poo
1p,
2 The first two paragraphs are revised to read:
3
4 9-16.1(2)A Roll -formed Posts
.5 Roll -formed posts for chain link fence shall be of Class 1 material and shall be the shape,
6 size, and weight per foot shown in the Standard Plans. Roll -formed end, corner, and pull
7 posts shall be made from 0.1345-inch minimum thickness sheet steel and shall have
8 integral fastening loops to connect to the fabric for the full length of each post. Roll-
9 formed line posts shall be made from 0. 11 0-inch minimum thickness sheet steel for Type 3
10 and Type 4 fences and shall be made from 0.120-inch minimum thickness sheet steel for
11 Type 1 and Type 6 fences.
12
13 9-16.1(2)B Pipe Posts, Class 1
14 Class 1 'pipe sections shall conform to ASTM A 120, Schedule 40, Standard Weights.
15
16 An acceptance tolerance for posts for chain link fence will allow deviation from the weight
17 per linear foot specified in the Standard Plans. This tolerance shall be applied on an
18 individual post basis and shall be plus or minus 5 percent for tubular and H-Section posts
19 and plus or minus 6 percent for roll form sections. Materials that exceed the weight per
20 foot or wall thickness specifications may be accepted, providing they do not interfere with
21 the proper construction of the fence.
22
23 9-16.1(2)C Pipe Posts, Class 2
24 Class 2 posts shall be produced by a facility under program quality control. A
25 manufacturer's Certificate of Compliance reflecting the Quality Control Program, shall be
26 the sole basis of acceptance. Uncertified materials must be tested prior to use and shall
27 conform to Class 1.
28
29 9-16.3(l) Rail Element
30 The first paragraph is revised to read:
31
32 The W-beam rail element and backup plates shall consist of 12 gage steel formed into a
33 beam not less than 12 inches wide and 3 inches deep. The thrie beam rail element,
34 backup plates, and the transition sections shall consist, of 12 gage steel formed into a
35 beam not less than 20 inches wide and 3 inches deep. Thrie beam for bridge rail retrofit
36 shall consist of 10 gage steel formed into a beam not less than 20 inches wide and 3
37 inches deep. Terminal sections, except Design F terminal sections, shall consist of 12
38 gage steel. Design F terminal sections shall consist of 10 gage steel. A tolerance of 3
39 percent on any dimension of the rail element or Design F terminal section will be allowed.
40 The physical properties of the steel shall conform to AASHTO M 180.
41
42 9-16.3(2) Posts and Blocks
43 The second sentence of the first paragraph is revised to read:
45 Except for anchor assemblies, all posts for any one project shall be of the same type
46 (wood or steel).
47
48 The first paragraph is supplemented with the following:
49
50 Post and blocks may be S4S or rough sawn.
51
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 28
SPECIAL PROVISIONS*
2
3 The following Special Provisions supersede any conflicting provisions of the 1994 Standard
4 Specifications for Road, Bridge, and Municipal Construction adopted in January, 1994, and the
5 foregoing amendments to the Standard Specifications and are made a part of this contract.
6
7 - EXAMINATION OF PLANS, SPECIFICATIONS AND SITE OF WORK
8 May 26,1987
9 In accordance. with Section 1-02.4, the soils information used for study and design of this
10 project is available for review by the bidder at the following address(es):
11
12 W.S.D.O.T.
13 8 11 - 1 st Ave. 3rd Floor
14 Seattle, WA 98104
15
16 SOIL LOGS
17 See Appendix A
18
19 DESCRIPTION OF WORK
20 This contract provides for the replacement, fabrication, repair and removal of selected
21 structures at the Edmonds Ferry Terminal in Snohomish County; for the construction,
22 maintenance, and subsequent removal of temporary passenger only ferry terminal facilities at
23 the Edmonds Marina in Snohomish County and Kingston Marin ' a in Kitsap County; and for the
24 construction, maintenance, and subsequent, removal of temporary passenger shelters at the
25 Kingston Ferry Terminal in Kitsap County, in accordance with the attached Contract Plans,
26 these Special Provisions, and the Standard Specifications.
27
28 The work includes the removal of creosote treated portions of the timber trestle, timber bridge
29 seat, transfer span, tower foundations, and two wingwalls. The existing 2-inch water line,
30 electrical conduit attached to the causeway guardrail, causeway guardrail on the north side of
31 the dock, light poles and fixtures, asphalt pavement, and dock drains, will be removed as part
32 of the work. Portions of the vessel pump out and domestic sewer lines will be removed and
33 replaced in order to allow construction to proceed on the timber dock and sheet pile
34 causeway.
35
36 Elements of the removed trestle will be replaced. The transfer span tower foundations will be
37 replaced with steel pipe piling and concrete caps. The transfer span and towers and headframe
38 shall be replaced with new plate girder and new towers. The timber dock will have selective
39 piling replaced with steel piling, steel batter pile frames will be constructed to stabilize the dock,
40 and four complete dock sections will be removed and replaced to allow the installation of the
41 western sheet pile wall and for the replacement of three of the western most bents.
42
43 The work also includes repair of the earth filled causeway with the construction of a sheet pile
44 wall offset two feet from the existing south and west sheet pile walls, concrete fill behind the
45 walls and pump out and filling an abandoned septic tank on the causeway, excavation and
46 construction of now tiebacks and a soldier pile deadman for the west sheet pile wall, and new
47 guardrails for the north and south sides of the causeway.
48
49 Repair and replacement of utilities includes the installation of a 4-inch water line from a location
50 near the west end of the causeway to connections with, and including the transfer span
51 waterline and service to the terminal building. Other utility work consists of installation of new
52 inlets on. the dock routed to a discharge vault buried in the causeway with oil filtering media to
EDMONDS FERRY TERMINAL
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94A449 29
1 clean the runoff ter, construction of an electrical duct batburied the full length of the
2 causeway, relocation of all wiring into the duct bank, installing spare conduit in the duct bank
3 for future work, installing new electrical lighting fixtures integrated in the south side pedestrian
4 rail on the timber dock, and replacement of the overhead lights and re -attachment of poles on
5 the dock and causeway.
6
7 New wire rope machinery, hydraulic machinery, and controls will be constructed to operate the
8 transfer span.
9
10 The existing wingwalls shall be replaced with steel pipe pile wingwalls. This work consists of
11 driving steel pipe piling and the fabrication and installation of steel headframes. Other related
12 work items include filling the steel piles with concrete, installing marine fenders and chains, and
13 installing timber rubbing surfaces faced with polyethylene.
14
15 AJso'included in this contract are provisions for repair of existing creosote treated timber
16 dolphins, and for expanding the existing cathodic protection system to protect the steel
17 structures installed at the Edmonds Ferry Terminal under this contract.
18
19 Temporary passenger only service facilities will be constructed at the Edmonds Marina,
20 Kingston Marina, Kingston Terminal, and Kingston Terminal Holding lanes. The work at the
21 Edmonds Marina includes: removal of 6 existing timber piles, temporary relocation of 3 existing
22 finger pier floats, temporary installation of a concrete mooring float with handrails, fenders,
23 cleats, and ramp, temporary installation of handrails, gates, and ramp to existing floats,
24 reinforcement of the existing gangway, temporary installation of nonskid surfacing and
25 plywood where necessary to the gangway, ramps, and timber approach platform, installation of
26 two temporary trailers for passenger shelters and for WSF personnel near the moorage area
27 and temporary sanitary facilities, delineation of temporary parking in marina parking lot,
28 installation of temporary signing identifying parking areas, temporary lighting for access to
29 floats and upland facilities, temporary fencing, provide temporary power and telephone service
30 hookups for the temporary facilities, and temporary signs to direct the public to the temporary
31 facilities.
32
33 Upon completion of the passenger only service facilities at Edmonds Marina, the mooring float
34 will be removed from the marina and delivered to State storage, the 3 relocated finger pier
35 floats will be reinstalled, 6 steel piling will be driven to support the reinstalled finger pier floats,
36 handrails, gates, and ramps will be removed from the existing floats, and nonskid surfacing and
37 plywood, temporary lighting, power, telephone service, trailers, fencing, sanitary service, and
38 parking delineation will also be removed.
39
40 The work at the Kingston Marina includes: removal of 8 existing' timber piles from the existing
41 finger piers floats and 3 existing timber piles from the guest dock, temporarily relocation of 10
42 existing finger pier floats, temporary installation of concrete mooring float with handrails,
43 fenders, cleats, and ramp, temporary installation of handrails, gates, and ramp to existing
44 floats, approach platform, and gangway, installation of 3 replacement steel piles to support the
45 existing guest dock and the mooring float, temporary installation of nonskid surfacing and
46 plywood where necessary to the gangway, ramps, and timber access dock, installation of flota
47 tion under the north end of existing guest dock, delineation of temporary parking in marina
48 parking lot, installation of temporary signing identifying parking areas, temporary lighting for
49 access to floats and upland facilities, installation of temporary fencing, power and telephone
50 service hookups, temporary signs to direct the public to the temporary facilities, construction
51 of stairs south of the toll booths, and installation of permanent lighting on the visitors dock and
52 pier adjacent to the gangway.
53
54 The work at the Kingston Terminal includes installation of two temporary trailers for passenger
55 shelters, delineation of temporary parking in holding lanes, installation of temporary signing
EDMONDS FERRY TERMINAL
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94A449 30
1
2
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49
so
the Contractor As to pay and authorizes and directs thelfontracting Agency to deduct
from any monies due or coming due to the Contractor the sums shown on the following
schedule for fabrication inspection expenses:
NU �3112157437,11110
Within 300 air line miles
of Seattle
11 Between 300 and 3,000 air
line miles from Seattle
III Over 3,000 air line miles
from Seattle
Reduction in
Payment
None
$0.005 per pound but
not less than $2,000
$0.006 per pound but
not less than $4,000
Where fabrication of a member takes place in more than one zone, the reduction in payment
will be computed on the basis of the entire member being fabricated in the farthest of the zones
where any fabrication takes place on that member.
No part of the foregoing provision shall be construed to revise the requirements of any part of
Section 1-06.5.
PREVENTION OF ENVIRONMENTAL POLLUTION AND PRESERVATION
OF PUBLIC NATURAL RESOURCES
January 3, 1994
Section 1-07.1 is supplemented by the following:
The Contractor shall comply with the following environmental provisions which are made
a part of the contract documents. A copy of the environmental -provisions is available to
the Contractor at the Project Engineer's office.
If the Contractor's operations involve work outside the areas covered by the following
environmental provisions,the Contractor shall advise the Engineer and request a list of all
additional environmental provisions covering the area involved. A copy of all additional
environmental provisions is also available to -the Contractor at the Project Engineers
office.
Regulation I Puget Sound Air Pollution Control Agency
Regulation 11 Puget Sound Air Pollution Control Agency
Regulation III Puget Sound Air Pollution Control Agency
STATE SALES TAX
February 11, 1991
The work on this contract is to be performed upon lands whose ownership obligates the
Contractor to collect State sales tax from the Contracting Agency. The provisions of Section 1 -
07.2(2) apply.
EDMONDS FERRY TERMINAL
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37
PERMITS, WIPLIFE, FISHERIES, AND ECOLOGOEGULATIONS
2 In addition to the requirements of Section 1-07.5, the Contractor shall comply with the following
3 restrictions:
4
5 City of Edmonds, Permits for Edmonds Ferry Terminal
Obtain building permits for the maintenance at the Edmonds Ferry Terminal
7 Ob
Ft tain permits for the abandonment and filling of the septic tank.
8
9 Hydraulic Project Approval
10 The Contracting Agency has obtained a Hydraulic Project Approval for this project and the
11 Contractor shall comply with all provisions of this approval. All contacts with the Department of
12 Fisheries or the Department of Wildlife concerning this approval shall be through the Engineer.
13 The provisions of the approval are as follows:
14
15
16
17
18
19
20
21
22
23
24
2.
3.
25 4.
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28 5.
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r -51
The applicant or Contractor shall notify the Regional Habitat Manager, Brian Williams
(206)428-1053, by phone at least seven working days prior to the start of construction
activities.
Work below the ordinary high water mark shall not occur from March 14 through June 14
of any year for the protection of migrating juvenile salmonids.
All piling, lumber and other materials treated with preservatives shall be sufficiently cured
to minimize leaching into the water or bed.
Project activities shall be conducted to minimize siltation at beach areas and bed
materials.
If a fish kill occurs or fish are observed in distress, the project activity shall immediately
cease and WDF Habitat Management Division shall be notified immediately.
Debris or deleterious material resulting from construction shall be removed from the
beach area amd project site and shall not be allowed to enter State waters.
Water quality is not to be degraded to the detriment of fish life as a result of this project.
8. Shavings from piling, lumber, and/or other materials treated with preservatives, cut or
sawn waterward of the ordinaty high waterline, shall be contained such that they do not
enter waters of the State.
This Hydraulic Project Approval is not a permit for work in material sources or disposal sites
not provided in the contract.
Work within the areas covered by this Hydraulic Project Approval shall be performed between
the dates of ... June 15, 1994 and March 14, 1995 * * *.
ICity of Edmonds Building Permit for Port of Edmonds Marina Work
C Contractor shall acquire and pay for permit.
itsap County Building Permit for Port of Kingston Marina Work
Contractor shall acquire and pay for permit.
C8
Sewer and Water Permits from the City of Edmonds
Contractor shall acquire and pay for permit.
5
54/
EDMONDS FERRY TERMINAL
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94A449 38
I;
0
2 6. The Contractor shall assign to the State any guarantee or warranty furnished in
3 connection with its purchase of any equipment, materials or items used in the Contract
4 work done pursuant to this Article.
5
6 7. At the end of the Correction Period, the Contractor agrees to transfer and assign to the
7 State, as to any item of material, equipment and machinery installed at the Terminal, the
8 guarantee or warranty rights of the Contractor against the vendor or supplier of such
9 items where such vendor's or supplier's guarantee obligations extend for a period beyond
10 the Correction Period.
11
12 The Contractor's warranty with regard to all Owner Furnished Equipment shall be limited
13 to workmanlike installation in accordance with the manufacturer's specifications,
14 approved marine construction practices and the Contract documents. This provision is
15 not intended to represent a limitation on damages caused by unworkmanlike installation
16 by the Contractor.
17
18 8. If in the good faith opinion of the State, the repair of Warranty Deficiencies requires that
19 the Terminal be removed from service, the Correction Period for the Contract work shall
20 be adjusted to cover a period extending for a period of time equal to the number of
21 calendar days (or partial days) which the Terminal was out of service due to the repair of
22 the Warranty Deficiency. In all cases, upon the correction of a Warranty Deficiency, the
23 Correction Period with respect to the piece of equipment or other item on which the repair
24 was made shall be adjusted to cover a period extending to twelve (12) months from the
25 date of repair of such item. In all events, the maximum Correction Period will be twenty-
26 four (24) months.
27
28 9. Should any disagreement arise in connection with Warranty Deficiencies, the Contractor
29 may protest any action taken by the State in the manner set forth in the protest provisions
30 of this Contract. If no State Representative has been appointed, such protest will be made
31 to the Project Engineer.
32
33 10. The failure of the State to exercise the rights and remedies conferred upon it hereunder
34 shall not constitute a waiver of any of its rights or remedies at any subsequent time.
35 Further, the State's acceptance of any service and related inspection shall not affect or
36 alter the obligations of the Contractor or the rights of the State.
37
38 PUBLIC LIABILITY AND PROPERTY DAMAGE INSURANCE FOR THE
39 PORTS OF KINGSTON AND EDMONDS
40 In addition to the requirements of Section 1-07.18, the Contractor shall name the Port of
41 Edmonds and the Port of Kingston as persons insured. Throughout Section 1-07.18 whenever
42 reference is made to the State, it also applies to the Port of Edmonds and the Port of Kingston.
43
44 ARCHAEOLOGICAL AND HISTORICAL OBJECTS
45 April 12,1982
46 It is national and state policy to preserve, for public use, historical and prehistorical objects
47 such as ruins, sites, buildings, artifacts, fossils, or other objects of antiquity that may have
48 significance from a historical or scientific standpoint.
49
50 Archaeological or historical objects, which may be encountered by the Contractor, shall not be
51 further disturbed. The Contractor shall immediately notify the Engineer of any such finds.
52
EDMONDS FERRY TERMINAL
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94A449
46
WARRANTIES0
2 1. The Contractor warrants: that all materials, components, spare parts, equipment and
3 systems furnished under this Contract are new and unused; that all materialsand services
4 meet the requirements and specifications herein; and that all materials are su , itable and fit
5 for the purpose intended and free from defects in design, materials and workmanship.
6 The * Contractor shall bear the cost of repair or replacement of supplied items, including all
7 associated support costs, removal and reinstallation of equipment and materials, and
8 other costs to the State directly related to the repair or replacement of such items,
9 including such costs arising from latent defects, as described below.
10
11 The Contractor further warrants all materials, components, spare parts equipment and
12 systems furnished under this Contract against latent manufacturing defect failures
13 occurring during the initial warranty period and for additional period of two (2) years
14 immediately following the initial warranty period. Any undetected defect that is
15 determined to have existed prior to Substantial Completion is a latent manufacturing
16 defect. Any equipment failure attributable to a latent defect shall be repaired or replaced
17 at the Contractor's sole expense.
18
19 2. "Warranty Deficiencies" shall mean any deficiency, imperfection, fault, inferiority or defect
20 in the workmanship, materials and design of the Contract work, or the fitness of the
21 Contract work with respect thereto, or the failure of Contractor's workmanship, materials
22 or design to meet the terms of the Contract documents. "Correction Period" shall mean a
23 period of twelve (12) months from Substantial Completion of the Contract work, plus any
24 extension provided for herein; provided such Correction Period shall not be a limitation on
25 warranties reserved by or granted to the State under this Article.
26
27 3. Notwithstanding any action or inaction by the State in connection with Contract work, if at
28 any time within the Correction Period there shall appear, arise, exist or occur any
29 Warranty Deficiency, whether or not discovered during the Correction Period, said
30 Warranty Deficiency shall be made good, at the Contractor's expense, to the requirements
31 of the Contract documents. At the sole discretion of the State, any work required to be
32 performed by the Contractor pursuant to the provisions of this Article shall be carried out
33 (i) by the State, by use of its own forces or by contracting out the work to another
34 contractor, as appropriate; or (ii) by the Contractor, if authorized, in advance by the
35 State. In the event that the repairs are performed by the State itself, the Contractor shall
36 be liable for all reasonable costs incurred by the State in performing the repairs.
37
38 4. The State shall notify the Contractor in writing of any Warranty Deficiency for which the
39 Contractor is liable within sixty (60) days after its discovery. Whenever the State discovers
40 a Warranty Deficiency and decides to correct it or have it corrected, the State shall
41 promptly give the Contractor notice thereof and whenever practical (taking into
42 consideration the necessity of keeping the Terminal in its usual service) the Contractor
43 shall be given an opportunity to inspect the Warranty Deficiency or damage before it is
44 remedied. The State shall have the burden of proving the existence of a Warranty
45 Deficiency and shall have the burden of proving that any such Warranty Deficiency
46 occurred within the Correction Period. Whenever practical (taking into consideration the
47 necessity of keeping the Terminal in its usual service), the Contractor shall be give
48 complete access to the Terminal and to all records of the State relating thereto for the
49 purpose of verifying the existence of the Warranty Deficiency and of determining the
50 Contractors obligation to correct it.
51
52 5. The Contractor shall save and hold the State harmless with respect to any taxes imposed
53 or assessed on any payment made in connection with the correction of a Warranty
54 Deficiency.
EDMONDS FERRY TERMINAL
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94A449 45
1 The Enqineer, A. h Headauarters Construction. will conSt the archaeolocist who will
2 determine if the material is to be salvaged. The Contractor may be required to stop work in the
3 vicinity of the discovery until such determination is made. If the archaeologist determines that
4 the material is to be salvaged, the Engineer may require the Contractor to stop work in the
5 vicinity of the discovery until the salvage is accomplished.
6
7 Any loss of time suffered by the Contractor due to resulting delays will be adjusted in
8 accordance with Section 1-08.8.
9
lo UTILITIES
11 January 14, 1991
12 Section 1-07.17 is supplemented by the following:
13
14 Locations and dimensions shown in the Plans for existing facilities are in accordance with
15 available information obtained without uncovering, measuring, or other verification.
16
17 Public and private utilities, or their contractors, will furnish all work necessary to adjust,
18 relocate, replace, or construct their facilities unless otherwise provided for in the Plans or
19 these Special Provisions. Such adjustment, relocation, replacement, or construction will
20 be done during the prosecution of the work for this project.
21
22 The Contractor shall call the Utility Location Request Center (One Call Center), for field
23 location, not less than two nor more than ten business days before the scheduled date for
24 commencement of excavation which may affect underground utility facilities, unless
25 otherwise agreed upon by the parties involved. A business day is defined as any day
26 other than Saturday, Sunday, or a legal local, State, or Federal holiday. The telephone
27 number for the One Call Center for this project may be obtained from the Engineer. If no
28 one -number locator service is available, notice shall be provided individually to those
29 owners known to or suspected of having underground facilities within the area of
30 proposed excavation.
31
32 The Contractor is alerted to the existence of Chapter 19.122 RCW, a law relating to
33 underground utilities. Any cost to the Contractor incurred as a result of this law shall be at
34 the Contractor's expense.
35
36 No excavation shall begin until all known facilities, in the vicinity of the excavation area,
37 have been located and marked.
38
39 The following telephone numbers of utility companies known or suspected of having facilities
40 within the project limits are supplied for the Contractor's convenience:
41
42 Washington Natural Gas 206 - 622-6767
43 Metro Sewer/Water 1-800-542-7876
44 City of Edmonds 206 - 771-0220
45 General Telephone and Electronics 800-483-4100
46 Snohomish County P.U.D. 206-258-8230
47 Puget Sound Power and Light 206-677-2281
48 North Star Cable 206-297-2295
49 Peninsula Telephone Services 206-297-3250
50 Port of Edmonds Fuel Lines 206-774-0549
51 Port of Kingston Fuel Lines 206-297-3545
52 Kitsap County P.U.D. No. 1 - 206-779-7656
53 Kitsap County Public Works Waste Water Division 206-876-7124
54
EDMONDS FERRY TERMINAL
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94A449
47
1 PAYMENT FC&ATERIAL ON HAND
2 January 21, 1992
3 The last paragraph of Section 1-09.8 is revised to read:
4
5 The Contracting Agency will not pay for any individual item on hand with a cost of less
6 than $500. As materials are used in the work, credits equaling the partial payments for
7 them will be taken on future estimates. Each month, no later than the estimate due date,
8 the Contractor shall submit a letter to the Project Engineer that clearly states: 1) the
9 amount originally paid on the invoice (or other record of production cost) for the items on
10 hand, 2) the dollar amount of the material incorporated into each of the various work
11 items for the month, and 3) the amount that should be retained in material on hand items.
12 If work is performed on the items and the Contractor does not submit a letter, all of the
13 previous material on hand payment will be deducted on the estimate. Partial payment for
14 materials on hand shall not constitute acceptance. Any material will be rejected if found
15 to be faulty even if partial payment for it has been made.
17 PROGRESS OF WORK
18 Section 1-08.3 is supplemented by the following:
19
20 1 . The Contractor shall submit the progress schedule to the Engineer for approval no
�i . later than 10 calendar days after execution of the contract by the Department. The
22 progress schedule shall be a logic (arrow or precedence) diagram which clearly
23 shows the critical path. The Contractor shall also submit an activity listing, and a bar
24 graph based on the logic diagram. Activity durations shall be in work days, as
25 specifed in Section 1-08-5. The logic diagram, activity listing, and bar graph shall
26 also show the estimated calendar dates for start and completion of scheduled
27 activities. The progress schedule shall be in sufficient detail that progress of the
28 work can be evaluated accurately at any time during the performance of the
29 contract. Activities with duration longer than 30 work days may require further
30 subdivision to facilitate evaluation of progress. The schedule shall portray the
31 Contractor's proposed sequence of construction and completion of work as required
32 to meet intermediate and final contract completion times.
33
34 2. In addition to key construction activities, separate activities shall be shown for the
35 following:
36
37 a. Procurement of material or equipment that could affect progress.
38
39 b. Submittals requiring the Engineer's approval that could affect progress.
40
41 c. Any activity performed by a subcontractor, agent, or any third party.
42
43 d. Delivery of State furnished material.
44
45 3. The estimated cost or contract value of each activity shall be shown on the progress
46 schedule. However, it may be shown on the activity listing, rather than on the
47 schedule, at the discretion of the Contractor.
48
49 4. The progress schedule need not be revised as long as the Contractor actually
so performs the work in order and sequence shown on the progress schedule. If the
51 Contractor changes the sequence of operations so that the progress schedule no
52 longer portrays the current work plan for completing the remaining work, or if the
53 Engineer determines the Contractor has fallen behind schedule, the Contractor shall,
EDMONDS FERRY TERMINAL
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94A449 48
'10�
1 within Says or within the time requested by the Elfineer, submit a supplement to
2 the approved progress schedule to show the revised plans for completing the work.
3 The cost for the preparation of the original progress schedule and supplements to
4 the progress schedule shall be the responsibility of the Contractor.
5
6 5. The progress schedule shall reflect and be consistent with the time of any interim
7 completion dates for portions of work established elsewhere in these special
8 provisions under the heading TIME FOR COMPLETION, and reflect and be
9 consistent with points of interface with work by other contractors as described
10 elsewhere in these Special Provisions.
11
12 6. The Engineer will periodically review with the Contractor actual work progress
13 compared to the schedule. The Contractor shall submit a monthly Progress Report
14 to the Engineer within 5 days after the scheduled end date for each monthly
15 progress payment period. The Progress Report shall be as of the end date of the
16 current pay period. The report shall include the bar graph form of the progress
17 schedule, clearly marked to indicate progress to date. If the bar graph shows the
18 Contractor to be behind schedule, the Progress Report shall include a narrative
19 identifying causes of delay or slow progress, and the Contractor's plan to got back
20 on schedule.
21
22 7. As provided in Section 1-08.3, the State may withhold progress payments if the
23 Contractor does not diligently pursue timely submittals of the progress schedules, or
24 monthly Progress Reports.
25
26 SECTION 6.01.9-WORKING DRAWINGS
27 The first sentence in the first paragraph is revised to read:
28
29 Within , 21 calendar days after execution of the contract, the Contractor shall submit an
30 itemized schedule of submittal dates for working drawings.
31
32 The seventh sentence in the second paragraph is revised to read:
33
34 The Engineer will require up to 14 calendar days from the date the submittals are received
35 until they are sent to the Contractor.
36
37 The third sentence in the third paragraph is revised to read:
38
39 The Engineer review time shall be as specified above for the first plan in the specified
40 sequence and up to an additional 14 calendar days for each plan lower in the specified
41 sequence.
42
43 DISPOSAL OF MATERIAL
44 A waste site has not been provided by the State for the disposal of removed materials, waste
45 materials, and debris, possibly including contaminated hay bales and sand. All waste and
46 debris shall be hauled to a licensed approved disposal facility site. The Contractor shall make
47 his own arrangements for the disposal of these materials and shall protect the State from any
48 and all damages arising therefrom. Excess or waste materials including dust and asphalt
,49 concrete debris shall not be cast upon the adjacent waters or beaches.
50
51 The Contractor is encouraged to salvage' creosote -treated timbers and piles. Salvaged
52 material shall become the sole property of the Contractor for which the Contractor shall
53 provide the Contracting Agency a bill of sale. The bill of sale shall describe the material
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49
I (pilings, 12x12 lumler, etc.) and list the approximate numberookard feet of each. Salvaged
2 and recycled creosote -treated wood may only be reused for another structural purpose for
3 which treated wood ordinarily would be used.
4
5 Creosote -treated wood material not intended for salvaging shall be disposed in a landfill
6 equipped with a liner and leachate collection system which meets the Minimum Functional
7 Standards of Chapter 173-304 WAC.
8
9 Before any creosote -treated wood material is removed from the job site, the material shall be
10 sorted into materials to be wasted and materials to be salvaged for reuse. Quantities shall be
11 verified by the engineer before the materials may leave the job site.
12
13 The Contractor is advised that there is no job site space available for sorting and stockpiling
14 the wood material.
is
16 FIRE PREVENTION
17 November 2,1981
18 Description
19 The Contractor shall provide and maintain a water pump or pumps, and associated equipment
20 adequate for use in fire control, on the project at all times. This requirement will in no way
21 relieve the Contractor of his responsibility as outlined in the Standard Specifications. The
22. construction will result in the shut-off of the fire hydrant on the dock. The Contractor shall
23 coordinate such activity with the City of Edmonds Fire Marshall and pay for any supplementary
24 fire watch, cutting and burning permits and equipment as required by the City of Edmonds.
25
26 Payment
27 All costs and expense incurred for such provision shall be included in the lump sum contract
28 price for "Mobilization".
29
3o HAULING ON OTHER THAN STATE HIGHWAYS
31 June 14,1982
32
33 If the sources of materials provided by the Contractor necessitates hauling over roads other
34 than State Highways, the Contractor shall, at the Contractor's expense, make all arrangements
35 for the use of the haul routes.
36
37 RIGHT AND LEFT DESIGNATION
38 The right and left designations used throughout the Plans and these Special Provisions to
39 locate structures is made by facing offshore.
40
41 OFFICE TRAILER
42 Description
43 As first order of business, the Contractor shall furnish, install and maintain an office trailer for
44 the State inspector on the jobsite.
45 1
46 Electrical hook-up and all other work requried to make the trailer fully functional shall be
47 completed by Dec. 15, 1994 at the Edmonds Ferry Terminal.
48
49 The trailer shall be located as shown on the Plans.
50
51 The trailer shall meet the following specifications:
52
EDMONDS FERRY TERMINAL
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1 including the fault0negligence of the Contractor, or (2) an ellable adjustment is provided
2 for or excluded under any other provision of the contract.
3
4 If the Contractor believes that the performance of the work is suspended, delayed, or
5 interrupted for an unreasonable period of time and such suspension, delay, or interuption is the
6 responsibility of the Contracting Agency the Contractor shall immediately submit a written
7 notice of protest to the Engineer as provided in Section 1-04.5. No adjustment will be allowed
8 for any costs incurred more than 10 working days before the date the Engineer receives the
9 Contractor's written notice. If the Contractor contends damages have been suffered as a result
10 of such suspension, delay, or interruption, no claim will be allowed unless the claim (in a stated
11 amount) is submitted in writing as soon as practicable, but no later than the date of the
12 Contractor's signature on the final Contract Voucher Certification. The Contractor shall keep
13 full and complete records of the costs and additional time of such suspension, delay, or
14 interruption, and' shall permit the Engineer to have access to those records and any other
15 records as may be deemed necessary by the Engineer to assist in evaluating the claim for
16 damages. The Engineer's determination as to whether an adjustment should be made will be
17 final and binding.
18
19 Working in Adverse Weather
20 The Contracting Agency anticipates that the Contractor will continue to work during adverse
21 weather conditions. The Contractor shall schedule the work to minimize the effect of adverse
22 weather. The Contractor shall also protect the work site from the effects of adverse weather or
23 take other extraordinary measures such that the work can be completed within the time
24 established in the contract. The cost of protecting the work site from the effects of adverse
25 weather or other extraordinary measures shall be included in the unit bid prices for the work
26 involved.
27
28 The State in no way intends to create an unsafe working environment for the work crews. The
29 Contractor shall be responsible for any decision to work or not work. It is anticipated by the
30 State that the Contractor may choose not to work. The State, however, shall not allow non-
31 working days for adverse weather.
32
33 The Contractor shall schedule and conduct operations such that all work conforms with the
34 Plans, Specifications, and other requirements of the contract.
35
36 TERMINAL CLOSURE
37 The Edmonds Ferry Terminal will be closed from 1:00 AM on January 28,1995 until 6:00 AM on
38 February 26, 1995. The Contractor shall provide unimpeded access by the State to the Ferry
39 Terminal Building at the end of the dock until 1 PM (12 hours minimum following closure) on
40 the first day of the closure (January 28, 1995). During the closure the Contractor shall
41 complete all work designated as Phase 11 in the Special Provision entitled, Order of Work and
42 Construction Phasing and as shown on the plans. Prior to the closure all work designated as
43 Phase I on the Plans and Special Provisions shall be completed, and after the closure, all work
44 designated as Phase III shall be completed.
45
46 CLOSURE REQUIREMENTS
47 The closure of the Edmonds Ferry Terminal imposes a large impact on the public and the
48 State. The public is greatly inconvenienced, and the State has expended monies for public
49' information and alternate ferry service.
50
51 It is essential to the State that the Closure begin and end at the specified times. The State has
52 invested in notifying the public of the exact Closure dates, and the public has made
53 corresponding travel plans. The State has also calculated that delay of completion of the
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V1 closure could ma e it impossible to complete Contract worktor to the March 15th to June
2 15th closure of work in the water required under the Hydraulic Project Approval issued by the
3 Department of Fish and Wildlife for the project.
4
5 For this reason, the Contract requires that the Contractor make preparations, such as securing
6 materials on site, to ensure completion of the Closure work by the specified times.
7
8 Written Certification
9 The Contractor shall certify to the Engineer in writing 14 days prior to beginning the Closure
10 that materials listed below are on site. If the Contractor fails to certify materials are on site, the
11 State shall assess liquidated damages as specified herein.
12
13 Materials On Site
14 The Contractor shall provide the Engineer, in writing, proof that all construction materials listed
15 below are on site before the Closure may begin. - "On site" is defined to include locations within
16 twenty air miles of the terminal such as: materials located in staging or work areas in the
17 immediate vicinity of the ferry terminal designated in the contract, on barges, in suppliers'
18 facilities, or on railroad cars. These materials must be available for inspection by the Engineer
19 to verify their immediate availability.
20
21 If the materials are not located at designated staging or work areas in the immediate vicinity of
22 the terminal, and are being hold in remote locations, for example on a railroad car no more
23 than twenty air miles away, the Contractor shall provide the scheduled arrival times at the work
24 site. For materials on railroad cars the Contractor shall provide a Bill of Lading. For materials
25 in suppliers' facilities the Contractor shall provide written evidence of the supplier's delivery
26 schedule.
27
28 The Engineer will verify those materials and quantities prior to written approval required to
29 begin the Closure. The Engineer may provide the letter approving the Closure 7 days prior to
30 the actual Closure. Failure to provide on site certification will prohibit the Contractor from
31 beginning the Closure work until the Engineer is satisfied that the Contractor will be able to
32 provide the materials within the specified time frame. A delay of beginning the Closure does
33 not relieve the Contractor of the responsibility to complete the work during the Closure by the
34 specified date. All costs associated with completing the Closure work in a Closure of shorter
35 duration than specified caused by the Contractor's failure to timely certification that materials
36 are on site are the responsibility of the Contractor
37
38 The following materials are required to be on site and refer to specific Special Provisions:
39
40 Causeway: 100% "Sheet Piling for Sheet Pile Wall"
41 100% "Steel H-piling"
42 "Storm Water Separator"
43 100% "Post Tensioning Bar Epoxy Coated"
44 100% "Temporary Supports for Wafers"
45 Wingwalls: 100% Piling
46 100% Marine fenders
47 Bridge Seat: 100% Piling
48 100% Reinforcing steel
49 Timber Trestle: 100% Piling
50 100% Fabricated drains
51 80% Creosote treated timber and lumber
52 Transfer Span: 100 % Steel Fabrication and painted
53 100% of "Electrical for Power Distribution"
54 100% of sanitary and storm sewer piping including pipe
55 hangers and accessories, flexible hoses, fittings,
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2 100% Catch Basins
3
4 Mechanical equipment, the hoist and pulleys, on the Transfer Span need not be in place. Piling
5 shall be painted in order for them to be considered on site.
6
7 Liquidated Damages
8 As liquidated damages to the State, caused by the failure to certify that the materials required
9 for the closure' are on site or failure to provide the materials required for the closure as
10 specified above the Contractor agrees to pay and authorizes and directs the State to deduct
11 from any money due or coming due to the Contractor the sum of $4,000.00 each day beyond
12 the date specified herein that the Contractor has not met the requirements of this section.
13
14 INCENTIVE FOR EARLY COMPLETION OF TERMINAL CLOSURE
15 It is essential that the Contracting Agency has full and unrestricted use of the facilities at the
16 earliest possible time. As an incentive to the Contractor, the Contracting Agency will pay the
17 Contractor ... $25,000 *** for each working day the terminal is open as specified herein
18 before February 26, 1995, but not to exceed an amount equal to five percent of the dollar
19 amount for all work to be performed under the contract as originally bid.
20
21 The days eligible for the incentive will be calculated by subtracting the working days elapsed
22 through the date the Engineer notifies the Contractor the Terminal is operational, as described
23 herein from February 26, 1995.
24
25 A working day is defined as a 24 hour period beginning at 12:01 A.M. and ending at . 12:00
26 midnight. A working day consists of this 24 hour period no matter how many man hours or
27 shifts are actually worked.
28
29 Liquidated Damages
30 The first and second paragraphs of Section 1 -�08.9, Liquidated Damages, are revised to read:
31
32 If the Contractor fails to physically complete the Contract Work in Phase 11 within the time
33 specified, the Contractor agrees to pay and authorizes and directs the Contracting
34 Agency to deduct from any money due or coming due to the Contractor the sum of
35 $25,000 - - * for each working day beyond February 26, 1995.
36
37 When the contract work in Phase 11 is determined by the Engineer to be completed to the
38 extent that the State has full and unrestricted use and benefit of the Terminal, both from the
39 operational and safety standpoint, and only minor incidental work, replacement of temporary
40 substitute facilities, or correction repairs remain, the Engineer may determine the Terminal
41 Closure has ended. The Engineer will notify the Contractor in writing that the Terminal Closure
42 has ended.
43
44 FERRY TOLLS AND SERVICE
45 No gratuity of tolls or special service shall be granted to the Contractor during the life of this
46 project. Such use as he may wish to make of the ferry service shall be in accordance with the
47 rates, tolls, and schedules in effect at the time as determined by the management of
48 Washington State Ferries.
49
50 MAINTENANCE OF TRAFFIC
51 The Contractor shall maintain access to and from the ferry vessels for both pedestrian and
52 vehicular traffic at all times during the life of this contract, except during the scheduled terminal
EDMONDS FERRY TERMINAL
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1 closure. He shaltmptly and diligently move any of his eq*ent, men, or materials that
2 would impede or delay ferry vessel arrivals or departures. The Contractor shall maintain
3 access in and around the Kingston and Edmonds marinas for pedestrians and maintenance
4 activities at all times. He shall provide and maintain such barriers and barricades as may be
5 necessary to protect and safeguard pedestrians and vehicles.
6
7 The Edmonds Ferry Terminal shall close at 1:00 A.M. on January 28, 1995 and reopen on
8 February 26, 1995 for use by WSF personnel. The official public opening is February 27, 1995
9 at 5:00 A.M..
10
11 ORDER OF WORK AND CONSTRUCTION PHASING
12 The work shall be completed in four (4) phases. Phase I work shall be completed prior to the
13 closure of the Edmonds Ferry Terminal. Phase 11 work shall be complete during the closure of
14 the Edmonds Ferry Terminal. Phase III work shall be completed after the closure of the
15 Edmonds Ferry Terminal. Phase IV work is work that may be completed either prior to, during
16 or after the closure at the contractors option. The specific elements of construction to be
17 completed for the Edmonds Ferry Terminal are noted in the plans. The work shall be
18 completed in Phases as follows:
19
20 Phase 1
21
22 All Phase I work at the Edmonds and Kingston Marinas, and at the Kingston Terminal shall not
23 be started sooner than 30 days prior to the scheduled closure.
24
25 Edmonds Terminal
26 Remove derelict structures near the towers and wingwalls as described in "Removing Derelict
27 Structures"; disconnect the cathodic protection system, and disconnect and mark the positive
218 and negative wires to avoid damage to the rectifier during construction; complete cathodic
29 protection bonding of piling for new bridge tower; construct new bridge towers including piling,
30 caps and tower structures; relocate rock revetment at base of South sheet pile wall; install
31 drains and drain pipe on south side of dock (except at dock areas removed under Phase 11);
32 install new duct bank buried on causeway; complete off site fabrication of hydraulics, transfer
33 span, operating machinery and controls; drive new three pile clusters to stabilize timber dock
34 where accessible without closing dock; (Bents 3, 4, 5, 6, 6.5 and 8) move overhead wires; and
35 move machinery on existing transfer span. See "Maintenance of Traffic."
36
37 Holding Lane Striping
38 Temporary striping of holding lanes in the Edmonds and Kingston Terminals shall be started no
39 sooner than 5 days, nor completed earlier than 2 days prior to the scheduled closure. Provide
40 reflectorized cones to mark the permanent lanes in the interim. Only 2 holding lanes may be
41 closed in the Edmonds holding lanes at a time to complete the work. Only three holding lanes
42 may be closed in the Kingston holding lanes at a time to complete the work.
43
44 Modifications to Edmonds and Kingston Marinas
45 All work related to the Passenger only service in the Edmonds and Kingston Marinas shall
46 include, but is not limited to; removal of existing timber piling, relocation of existing concrete
47 finger pier floats, temporary installation of concrete mooring floats with pile support frames,
48 handrails, fenders cleats and ramps, furnishing and driving of steel piling to support the
49 mooring float and Guest dock at Kingston, temporary installation of handrails to existing floats,
50 approach platform and gangways, installation of nonskid surfacing to the gangways, ramps,
51 and timber approach platform and dock, installation of flotation billets under guest dock at
52 Kingston Marina, installation of temporary trailers for passe6ger and WSF personnel shelters,
53 provisions for temporary sanitary facilities, delineation of temporary parking in marina parking
64 lot, installation of temporary signing identifying parking areas, provisions for temporary lighting
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. 1 0
1 for access to A and upland facilities, installation of temporary fencing, provisions for
2 temporary power and telephone service hookups for the temporary facilities, and temporary
3 signs to direct the public to the temporary facilities. Additional work at the Kingston Marina
4 includes permanent improvements to a set of stairs south of the toll booths and permanent
5 lighting on the Guest Dock and pier adjacent to the gangway.
6 '
7 Modifications to Kingston Terminal
8 All work related to the Passenger only service in the Kingston Terminal includes, but is not
9 limited to, installation of two temporary trailers, delineation of temporary parking in holding
10 lanes, installation of temporary signing identifying parking areas, provisions for temporary
11 power, and installation of temporary signs to direct the public to the temporary facilities.
12 Resurface stairs south of Kingston toll booths and permanent lights at Kingston Guest Dock.
13
14 AJI Phase I work related to the Passenger Only Service facilities in the Edmonds and Kingston
15 Marinas, and at the Kingston Terminal shall be completed a minimum of two days prior to the
16 scheduled start of the closure of the Edmonds Ferry Terminal. Functional tests of the facilities
17 will be conducted at that time, and the Contractor shall fully cooperate with such tests.
18
19 Phase 11
20
21 Edmonds Terminal
22 Remove remaining derelict structures not removed in Phase I (see Special Provision,
23 "Removing Derelict Structures"); remove existing timber wingwalls; install new steel wingwalls;
24 remove existing bridge towers, foundation piling, and concrete caps; remove existing bridge
25 seat and install new bridge seat; remove existing transfer span and replace with now transfer
26 span; remove individual existing timber piling spaced throughout the timber dock and drive
27 new steel piling through the timber deck; repair resulting holes in dock; remove existing timber
28 bents 10, 11, and 12; remove existing timber dock superstructure between bents 1 and 2, and
29 between 9 and 12; drive new three pile clusters not completed in Phase 1; replace piling and
30 caps at bents 10, 11, and 12; replace dock superstructure between bents 1 and 2 and between
31 9 and 12; remove paving from dock and repave to a uniform thickness; restripe dock after
32 paving is complete; shim dock superstructure to uniformly slope to the right and left to provide
33 for dock drainage; install new drains on dock and catch basin in causeway not completed
34 under Phase 1; remove 2-inch water line and replace with 4-inch waterline, meter and backflow
35 preventer; remove and reinstall sewer and water on removed dock sections; reroute pressure
36 sewer around new water meter vault; install new 4-inch PVC sewer and water lines on transfer
37 span; excavate for and install new soldier piling and tiebacks buried in the causeway; install
38 new sheet pile wall complete with wale and backfill; replace rock revetment at west end of
39 causeway; fill abandoned septic tank on causeway with controlled density fill; remove and
40 replace temporary buildings and traffic barriers to accommodate such construction; lower
41 water line crossing causeway and install new fire hydrant; and complete cathodic protection
42 bonding for sheetpile wall, soldier piles, tie rods, and bridge piling. Work related to paving the
43 timber trestle may be rescheduled to Phase III as directed by the Engineer if weather
44 conditions are not suitable. No extension of time will be granted for completion of this work.
45 Upon completion of Phase 11, the contracting Agency shall have full use of all vehicle holding
46 lanes, exit lanes and walkways at the terminal, except as allowed for lane closures described in
47 "Traffic Control and Temporary Barriers."
48
49 Passenger Only Facilities
50 During closure the passenger only service will be in operation in both the Kingston and
51 Edmonds Marinas. No construction work within the marinas will occur during this phase, and
52 the marinas shall be clear of the contractor's floating equipment or barges during the closure.
53
54 Phase III
55
EDMONDS FERRY TERMINAL
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1 Restoration of Edmo nds Terminal - may begin February 25, 199P
2
3 Remove existing conduit on causeway and timber dock railing; replace vehicle/ pedestrian
4 railings on north and south sides of causeway; replace rock revetment displaced to drive sheet
5 pile walls; complete touch up work and punch list items; complete installation of cathodic
6 protection wire and conduit, bonding for wingwall structure and test and start up system; and
7 install new lighting bollards on south rail on timber dock
8
9 Restoration of Marinas for Passenger Only Facilities -
10 May not begin until February 28, 1995.
11
12 The State will discontinue passenger only ferry service at the Edmonds and Kingston Marinas.
13
14 Restoration of the marina facilities to the condition that existed prior to installation of the
15 temporary passenger only facilities shall include but are not limited to, removal of mooring
16 floats from the marinas and delivery as directed to the State storage yard at Lofall, reinstallation
17 of relocated finger pier floats, furnishing and driving steel support piling at the appropriate
18 reinstalled finger pier float locations, removal of handrails, gates, and ramps from existing
19 floats, removal of nonskid surfacing and plywood, flotation billets under guest dock at Kingston
20 Marina, temporary lighting, power, telephone service, trailers, sanitary service, signing, and
21 parking delineation.
22
23 Original striping to holding lanes in the Edmonds and Kingston Terminal holding lanes shall be
24 restored within two days after vehicle service is operational. Provide reflectorized cones to
25 mark the permanent lanes during the interim period.
26
27 Phase IV
28
29 Edmonds Terminal
30 Repair 51 pile dolphins; remove and replace light poles and light fixtures; and remove and add
31 ladders to the dock and causeway.
32
33 Phases 1, 111, and IV
34 Any work completed under Phases 1, 111, or IV shall not affect the operation of the Edmonds or
35 Kingston Ferry Terminals, except to the extent that traffic lanes may be closed as indicated in
36 Special Provision, "Traffic Control and Temporary Barriers." No other lane closures are allowed
37 at either terminal except to the extent required to install and remove temporary striping in the
38 holding lanes. All other construction activities shall be conducted in a manner that does not
39 affect the normal operation of the Edmonds and Kingston Ferry Terminals.
40
41 Work completed under Phase 11 shall be substantially completed during the closure period.
42 Activity on the docking facility related to work under Phase 11 shall not commence until the
43 closure begins, and shall be completed prior to the completion of the closure. Work which is
44 classified as Phase 1, 111, or IV which will interfere with operation of the Edmonds and Kingston
45 Terminals, except as specifically noted in this Special Provision shall be completed in Phase 11
46 at the Contractor's own cost. Any other work not specifically noted as Phase 11 work may be
47 completed during the Phase 11 closure at the Contractor's own option and expense.
48
49 CONSTRUCTION STAGING AREAS
50 Construction staging areas for office trailers, construction materials, and water traffic is noted
51 on the plan sheets. Access to property other than that noted on the plans is not authorized
52 under this contract, unless the Contractor specifically arranges with the property owner for use
53 of the property,,and such use meets building and zoning codes, and other requirements as
54 may be stated by City, County, or State agencies. Waters outside of the Right -of -Way may be
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1 used bv the Confctor without restriction from this contrac ptorovided that the Contractor
2 obtains permission from the property owner and conforms to all rules and regulations
3 governing the use of such waters.
4
5 Staging Area 1
6 The City of Edmonds has informally agreed to allow staging for construction office and tool
7 trailers in the street west of the commuter lot bounded by Railroad Avenue, James Street, and
8 Edmonds Way. A street use permit is required for the use of the noted area, and the
9 Contractor shall be responsible for Staging Area 11, securing and paying for such permit.
10
11 Staging areas in Ports of Kingston and Edmonds
12 The Contractor may utilize the staging areas shown in the plans for 15 days prior to the Closure
13 of the Edmonds Ferry Terminal and 15 days after the Closure. The staging areas shall be
14 vacated during the Closure.
15
16 Staging Area 11
17 Materials may be stored on the unimproved parking lot at the southwest corner of Dayton
18 Street and Edmonds Way. The usable area of the unimproved lot measures approximately
19 550-feet-long by 28-feet-wide at the narrowest area and is bounded on the east by a drainage
20 swale classified as a wetland, and on the west by a 6-foot-high chain link fence. Prior to using
21 the lot, a silt fence with hay bales shall be constructed along the border of the drainage swale
22 to prevent construction generated runoff from entering the area. The silt fence and hay bales
23 shall be removed immediately after the Contractor vacates the area and disposed of.
24 Remnants and debris generated by the contractor shall -be removed from the area after the
25 contractor has vacated the area. Ruts and potholes in the area shall be filled, broken asphalt
26 shall be repaired and generally the area shall be returned to its original condition.
27
28 During the scheduled closure of the terminal, the dock and causeway may be used for staging
29 at the Contractors option. Currently, the timber dock is rated for HS-12 loading and the
30 Contractor is fully responsible for determining the specific loading capacity of the dock and
31 causeway for their use and storage of materials.
32
33 Use of the slip and water area for Contractor staging is limited to the areas noted on the
34 drawings. Anchor lines for the floating dolphin occupy nearly all of the available water area
35 seaward of the wingwalls and the Contractor shall use caution while anchoring in those areas.
36 Damage shall be repaired at the Contractor's expense. The area on the south side of the dock
37 and dolphins within the WSF property boundaries as shown on the plans may be used for
38 anchorage of Contractor's vessels. The Contractor is responsible for determining the exact
39 location of the property lines from the Sundry Site plan for the project. The property lines,
40 bathymetry, and dimensions shown on the plans are approximate, and the Contractor shall
41 conduct all surveys and soundings to ensure that they can maneuver, anchor and work in the
42 areas.
43
44 The area north of the terminal is leased by the City of Edmonds from the Department of Natural
45 Resources and is an underwater park exclusively for the use of recreational divers. All care
46 must be taken in working in and around the terminal to stay clear of the area, and to provide a
47 constant watch during all working hours for the presence of divers in the working area. The
48 Contractor shall identify and assign one person full time for the specific task of watching for
49 divers during working hours, and shall include the full cost of such person in payment for
50 construction staging. Other warning signs and buoys shall be marked and posted as indicated
51 on the plans and specified herein for the convenience of the recreational diver outlining the
52 limits of the working area and warning them that construction work is taking place at the Ferry
53 Terminal that would pose a danger to unauthorized personnel.
54
55 Area III
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1 Staging Area III is noted on the plans as a limited access areaoThe activities of the Contractor
2 shall be limited to those specific activities included in the Work Plan submitted as part of this
3 Special Provision. The area is adjacent to the underwater park to the North of the terminal, and
4 is frequently occupied by divers using the park. The contractor shall establish a person
5 designated as a Watch on any vessel or barge using the area, who shall remain on lookout for
6 evidence of divers using the area. The Contractor shall be restricted from using anchors in the
7 area, and shall use "spuds" to hold any barge or vessel in place. The placement of spuds shall
8 be completed in a safe manner; spuds shall be lowered slowly to the bottom and shall not be
9 dropped at any time. The Watch shall personally oversee the lowering of each spud to ensure
10 that divers are not present.
11
12 Submittals
13 Submittals for signs and marker buoys shall include Work Plan, product data, manufacturers
14 standard details, engineering calculations for marker buoy anchorage stamped by an Engineer
15 registered in the State of Washington, and certifications demonstrating that all materials
16 conform to the Special Provisions herein. Submit Engineerihg calculations and design for
17 cribbing and load capacity for Contractor use of Timber Trestle. The Contractor shall submit
18 equipment weights, maximum loads, stored material weights and footprints in his work plan;
19 indicate maximum and typical loads the operations will impose on the existing structure.
20
21 Engineering
22 Design anchorage system and anchor for securing buoy during construction. Anchorage
23 system shall be designed using the allowable stresses listed in the 1991 Uniform Building Code
24 for 90 MPH winds and waves up to 6 feet high. Loads shall be determined using the most
25 recent addition of the Shore Protection Manual by the US Army Corps of Engineers.
26
27 Materials
28
29 Marker Buoys
30 Marker Buoys shall be internally ballasted with concrete and filled with closed cell polyureth . ane
31 foam a minimum of 8 inches above the water line. The outside shell shall be Rock Hard 1 / 10-
32 -inch CJ-37 material. The buoy shall measure 12-inches diameter by 40 inches above the
33 waterline. The base shall measure 13-inch diameter and shall have a 5/8-inch galvanized steel
34 eye bolt integral with the base to anchor the buoy. Supply anchoring hardware, including
35 swivels, shackles, thimbles, anchor chain, lines, and anchors. Supply Jim -Buoy model 425-R,
36 color white with regulatory marker, Keep Out.
37
38 Silt Fence
39 Silt fence shall be constructed with filter fabric designated by the manufacturer for silt fence
40 construction. Fabric material shall be 42 inches wide and shall have a reinforced mesh. Silt
41 fence fabric shall be Amoco "l 380 Silt Stop", Exxon Geosynthetics 'GTF- 100", Mirifi "Silt Fence"
42 or approved equal. Silt fence posts shall be 44 timber.
43
44 Construction
45 Place all signs and marker buoys at locations noted on the plans. Upon completion of project,
46 detach lines from buoys and anchors and deliver buoys, lines, hardware, anchors and signs to
47 the State's storage yard at Lofall.
48
49 Silt Fence
50 Silt fence shall be constructed with silt fence filter fabric securely fastened to timber posts at 6
51 feet on center. Embed posts 18 inches below grade and embed the toe of the fence 6 inches
52 into the soil. Provide hay bales behind fence to provide support and prevent unwanted
53 sagging.
54
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1 Payment 0 46
2 The lump sum contract price of *Construction Staging* shall be full payment for all work and
3 material expenses incurred for this item.
4
5 PASSENGER ONLY SERVICE FACILITIES
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Description
Temporary Passenger Ferry service will be provided by the Contracting Agency from the Port
of Edmonds Marina to the Port of Kingston Marina. In order to provide such service temporary
modifications must be made at each marina and at the Kingston Ferry Terminal. The
improvements are described under Construction Requirements.
Submittals
Submit shop drawings, working drawings and material submittals in accordance with the
Standard Specifications. Submit materials documentation as if these materials will be
permanently incorporated into the project.
Materials
Materials for the Passenger Only Service are described in the respective sections of the
specifications and as specified herein.
Mats
Non-skid surfacing mats for gangways, ramps, and approach platform and dock shall be,
Standard Duty V-Rib Rubber Mats by McMaster -Carr No. 6897T")X' or equal and installed
according to manufacturer's recommendations. The Contractor shall order correct W" width.
Plywood Decking and Wood Cleats
Douglas Fir wood cleats, 1" x 1/2" shall be installed along each gangway and over the non-skid
mats. Cleat spacing shall be about one foot. Cleats shall be attached to gangway through mat
with a minimum of 2 No. 10 1 1/4" stainless screws countersunk screws.
Plywood underlayment shall be temporarily installed to the existing timber deck of the
approach platform and dock with stainless steel grade 304 countersunk No. 10 (flathead)
screws in accordance with ASTM F 738M no less than 24 inch on center each way - minimum
1 inch penetration into timber deck.
Flotation Billets
Flotation billets under the north end of the Guest Dock at the Kingston Marina shall be Dow
Extruded Foam Polystyrene "Royal Blue " Flotation Billets or equal. Marine growth under
guest dock shall be removed as necessary to install billets.
Timber
All timber including ramps, handrails, and posts shall be Doug Fir/Larch No. 1 or better and
untreated (except as noted below). New permanent timber handrails at the Kingston Marina
app�oach platform, timber gangway reinforcement, gangway cleats, and the 4x8 coped
supports for the timber piling near the Promenade deck at the Edmonds Marina shall be Doug
Fir/Larch No. 1 or better and shall be water -borne pressure treated (minimum retention of 0.40
pcq in accordance with ASTM A1760. New permanent handrails shall be painted to match
color of existing handrails. All timber shall be furnished and installed in accordance with the
requirements of Section 6-04.
All plywood shall be APA Structural I rated CD exterior grade.
Steel and Aluminum
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1 Structural shape Oates and bars and miscellaneous material0er wise not specified shall be
2 in accordance with ASTM A36. Structural tubing- shall be in accordance with ASTM A500
3 Grade B. Standa;d pipe shall be in accordance with ASTM A53. AJI Welding shall be in
4 accordance with AWS D1.1. AJI weld surfaces shall be neatly ground smooth. AJI structural
5 steel installed under this special provision shall be galvanized in accordance ASTM A 123 upon
6 completion of shop welds. Touch up field welds with zinc coating in accordance with ASTM
7 A780.
8
9 Aluminum Posts and handrails shall be 6061 -T6 and associated welding shall be in accordance
10 with UBC Standards 28-1.
11
12 Fasteners
13 All bolts, lag bolts, threaded rods, and thru-rods equal to or greater than 1/2-inch diameter
14 shall be in accordance with either ASTM A307 or A36 and include compatible nuts and
15 washers. All bolts bearing on wood shall have malleable iron washers. All bolts and other
16 hardware shall be galvanized in accordance with ASTM A153. Thread size of nuts and bolts
17 shall compensate for galvanizing. All bolts and related hardware less than 1/2-inch diameter
18 shall be stainless steel which meets the material and mechanical requirements of ASTM F738M
19 type 304.
20
21 Grout
22 Grout for anchoring threaded rods shall be epoxy resin with fc = 4000 pounds per square inch
23 installed in accordance with manufacturers' recommendation. Contractor shall locate existing
24 reinforcement and then obtain approval of the State prior to drilling into Promenade Deck pile
25 cap. Hole locations may be adjusted 3" + /-. If drilling through reinforcing is necessary or the
26 hole is located within 4 inches from edge of concrete, core drilling shall b6 required. Core
27 drilled holes shall be roughened.
28
29 Rigging Rope
30 - All rigging (rope) shall be minimum 5/8" diameter polyester rope No. 3828T18 by McMaster -
31 Carr or equal.
32
33 Shock Cord
34 Elastic shock cord shall be 3/8" diameter nylon covered cord by Bungee International or equal.
35 Hooks shall be compatible with cords. Associated sheaves shall have hub width suitable and
36 structural capacity to support minimum of 3 cords each.
37
38 Fenders
39 Boat fenders shall be 24 inch diameter by 57 inch long "Polyform" F-1 1 classic white fenders.
40 Fender weight and buoyancy shall be 25 and 530 pounds, respectively rated at 2.1 pounds of
41 inflated pressure and 68 degrees F. Provide 10 feet of rigging for each boat fender.
42
43 Float fenders to protect relocated finger piers floats shall be 6 inch diameter by 25 inch long
44 "Polyform" F-1 classic white fenders. Fender weight and buoyancy shall be 3 and 18 pounds,
45 respectively rated at 2.1 pounds of inflated pressure and 68 degrees F. Provide sufficient
46 length of rigging to temporarily secure fenders to finger piers.
47
48 Gate and Fence
49
50 Gates shall be State standard plan L-3 modified type 4 chain link fence. Fence shall be State
51 standard plan L-2 chain link fence type 1.
52
53 Temporary Sanitary Facilities
EDMONDS FERRY TERMINAL
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94A449 64
1 Temporary Sanitapacilities shall meet all State of Washing9health, safety and sanitary
2 regulations, and shall be clean and pumped out on a regular basis, but no longer than 3 days.
3 At least two of the sanitary facilities shall be accessible to persons with disabilities.
4
5 Construction Requirements
6 Video Survey Record
7 The State, Port of Edmonds, and Port of Kingston will conduct video taped surveys of the
8 marina facilities at the Port of Edmonds and Port of Kingston before the temporary passenger
9 facilities are constructed and after they are removed. Any damages to the facilities caused by
10 the Contractor shall be repaired to their original conditions at the Contractor's expense.
11
12 Construct and complete all work related to the Passenger Only Service facilities at both the
13 Kingston and Edmonds marinas as specified in "Order of Work and Construction Phasing".
14 Remove and restore sites for Passenger Only Service as specified in "Order of Work and
15 Construction -Phasing". The Edmonds Ferry Terminal closure will not start until all construction
16 for the passenger only ferry facilities at Kingston and Edmonds is completed. No extension of
17 the completion time of the terminal closure will be granted for failure to complete construction
18 of the passenger only ferry facilities.
19
20 1 . Remove, and relocate and/or furnish and install the following items at the Edmonds
21 Marina in accordance with the plans and as specified herein:
22
23 a. Prior to removing any floats, the Contractor shall verify and document for State
24 records, the operating condition of all electrical, plumbing, and other service
25 conditions as well as the structural condition of the existing fuel pier float, access
26 float gangway, and the finger pier floats.
27
28 Remove 6 existing creosote -treated timber piling supporting existing Finger Piers A,
29 B, and C in accordance with the "Removal of Structures" -"Pile Removal" section of
30 these Special Provisions. Disconnect the existing Finger Pier Floats A, B, and C and
31 temporarily relocate to the holding lanes. The floats are foam filled concrete
32 modules interconnected with timber side walers and thru rods. Disconnect and
33 relocate each of their triangular supports from the existing Access Float. Replace the
34 existing thru-rods that connect Finger Piers A, B, and C to the Access Pier and
35 triangular supports with new galvanized thru-rods of the same type, size,' and
36 location. Temporarily disconnect the existing electrical and water utilities to the
37 existing Finger Piers.
38
39 Temporarily relocate and secure with rigging the relocated Finger Pier Floats A, B,
40 and C and their triangular supports to the existing holding lane structure near the
41 west breakwater. The Contractor shall be responsible for securing the floats to the
42 holding lane structure in such a manner to insure their adequate support during the
43 operation of the passenger only ferry service at Edmonds. Each of the finger piers
44 shall be removed and stored intact without separating or disconnecting the individual
45 modular float units. Furnish and install 10 float fenders between the relocated finger
46 piers and the existing holding lanes.
47
48 b. Furnish and install the temporary concrete Mooring Float with handrails, fenders, and
49 cleats.-
50
51 c. Furnish and install the temporary hinge connections to the Mooring Float and the
52 existing Access Float
53
54 d. Furnish and install temporary handrails and gates to existing floats.
55
EDMONDS FERRY TERMINAL
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94A449 65
1
a..
FurnishOd install reinforcement to the existing gan1lay.
2
3
f.
Furnish and install temporary timber ramps for floats.
4
5
g.
Furnish and install temporary nonskid surfacing mats to the gangway, ramps, and
6
approach platform. Furnish and install temporary plywood floor panels to the
7
approach platform and temporary plywood side panels to the existing gangway.
8
Furnish and install temporary wood cleats over the gangway mats.
9
10
h.
Furnish and install 2 temporary trailers for passenger shelters and WSF Personnel. -
11
12
i.
Furnish and install temporary sanitary facilities and pumping services.
13
14
j.
Furnish and install temporary parking delineation.-
15
16
k
Furnish and install temporary signing.-
17
18
1.
Furnish and install temporary fencing.
19
20
m.
Furnish and install string lights to existing floats, temporary power, and telephone
21
service hookups.-
22
23
n.
Furnish and install additional anchor connections between the existing Promenade
24
Deck pile cap and 4 adjacent existing timber piling.
25
26
o.
Furnish 8 boat fenders and associated rigging to the State.
27
28
p.
Provide sewerage pumping services for the vessels.
29
30
Indicates item specified and to be paid for in another Special Provision.
.31
32
2.
Remove and relocate and/or furnish and install the following items at the Kingston
33
Marina in accordance with the plans and as specified herein:
34
35
a.
Prior to removing any floats, the Contractor shall verify and document for State
36
records the operating condition of all electrical, plumbing, and other service
37
conditions as well as the structural condition of the existing fuel dock, guest dock,
38
gangway, and the finger pier floats.
39
40
Remove eight existing creosote -treated timber piling from Finger Piers 2 through 11
41
and three existing creosote -treated timber piling along with two existing pile brackets
42
supports from the Guest Dock in accordance with the "Removal of Structures Pile
43
Removal" section of these Special Provisions. Disconnect existing Finger Pier Floats
44
2 through 11, which are foam filled concrete modules interconnected with timber
45
side walers and thru rods, and the triangular supports from the Guest Dock.
46
Temporarily relocate the floats to Dock A. Replace the existing thru-rods that
47
connect Finger Piers 2 through 11 to the Guest Dock and triangular supports with
48
now galvanized thru-rods of the same type, size, and location.
49
50 Relocate and secure each of the Finger Pier Floats 2 through 11 and their triangular
51 supports to Dock A. Temporarily disconnect the existing electrical and water utilities
52 to the existing Finger Piers. The Contractor shall be responsible for securing the
53 relocated floats to Dock A in such a manner to insure their adequate support during
54 the operation of the passenger only ferry service at Kingston. Temporarily relocate
55 and secure with rigging the relocated Finger Pier Floats 2 through 11 and their
EDMONDS FERRY TERMINAL
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94A449 66
1 the passenger sh&s and from the shelters to and includinA marina floats shall also be
cleaned every day.
3
4 Payment
5 The lump sum contract price of "Passenger Only Service Facilities* shall be full payment for all
6 work and material expenses incurred for this item. Those items as noted for payment in other
7 sections shall be paid for in those respective Special Provisions.
8
9 The lump sum contract price of "Passenger Vessel Sewage Disposal" shall be full payment for
10 all labor, equipment, tools, and materials necessary to perform this work as specified herein.
11
12 MAINTENANCE OF TEMPORARY FACILITIES
13 Maintenance of Temporary Facilities, as directed by the Engineer, consists of work not
14 otherwise provided in the Contract. Such work may include:
15
16 1. General clean-up or repairs to facilities prior to and during Temporary Passenger-
17 Only Service.
18
19 2. Elimination or marking of potential hazards along paths or docks.
20
21 3. Repairing railings, dock gangways or dock float connections.
22
23 4. Trimming brush or tree branches.
24
25 5. Relocation of signs or installing new signs.
26
27 Methods used in Maintenance of Temporary Facilities shall be approved by the Engineer.
28
29 Payment
30 Payment for "Maintenance of Temporary Facilities" will be paid by force account as provided in
31 Section 1-09.6 of the Standard Specifications. This item will not be used to pay for daily trash
32 collection and site clean up, and repairs or redemption of damage resulting from the
33 Contractor's work on other items in the Contract. For instance, the repairs to facilities caused
34 by the installation and removal of temporary illumination and signs shall be included in the
35 lump sum Contract price for "Passenger Only Service Facilities". For the purpose of providing
36 a common proposal for all bidders, and for that purpose only, the State has estimated the
37 dollar amount for force account for this item to be $25,000 and has arbitrarily entered the
38 amount in the proposal form to become part of the total bid by the Contractor.
39
4o PASSENGER SHELTERS
41 Description
42 The Contractor shall furnish, fabricate, and install the passenger shelters and ramps at the
43 Edmonds Marina and Kingston Ferry Terminal.
44
45 The Contractor shall install all temporary power, phone, security alarm as shown on the Plans.
46
47 Engineering and Architecture
48 All plans for temporary shelters and ramps shall be reviewed by an Architect. registered in the
49 State of Washington and shall be stamped by the individual.
50
51 The Contractor shall design all anchorage systems for the temporary shelters in accordance
52 with the 1991 Uniform Building Code or other standard which may be applicable in the area for
53 which they are installed. Anchorage of trailers shall be for a minimum wind of 80 MPH, or that
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 69
1 which is require0y the City of Edmonds or Kitsap County, qwichever is greater. AJI ramps,
2 stairs, and handrails for access to trailers shall be designed to meet the requirements of the
3 Americans with Disabilities Act and the 1991 Uniform Building Code. Submit engineering
4 calculations for ramps and trailer hold-downs.
5
6 Submittals
7 Submit shop drawings of Passenger Shelters, anchorage and ramps in accordance with the
8 requirements of the Standard Specifications. Submittals shall include product data,
9 manufacturers standard details, engineering calculations, and drawings stamped by an
10 Engineer. Drawings of temporary shelter arrangements and ramps shall be stamped by an
11 Architect.
12
13 Materials
14 The Contractor shall furnish and install four (4) temporary trailers at the location shown on the
15 Plans or as directed by the Engineer. The trailers shall be Temporary Buildings as supplied by
16 Evergreen Mobile Company or equal. The trailers shall be 12-feet-wide and 60 feet -long and
17 will be used as the passenger shelters. All trailers shall have interior illumination with a
18 minimum of 30 foot -candies at the floor and exterior illumination of the entries. AJI trailers shall
19 have locking doors keyed alike with 4 keys to Best Locks, a thermostat controlled heating
20 system capable of maintaining a minimum temperature of 75 degrees F and R-1 1 insulation in
21 the walls, ceiling, and floor. If a wall heater is used it must have a protective grill that extends 6
2-2 inches from the wall to prevent clothing from coming into contact with the heating elements.
23 The shelter shall have at least four (4) windows on each long side, vinyl floors, paneled walls
24 and white textured ceiling. It shall also have a ramp and door conforming to the Americans
25 with Disabilities Act Accessibility guidelines for buildings and Facilities. The agent's office shall
26 be separately enclosed in one trailer in Edmonds, and -shall have a separate entrance and shall
27 be furnished with a 30-inch by 60-inch, five (5) drawer desk and rolling chair. Benches shall be
28 supplied as shown on the plans for passenger seating. Provide 2 foot x 3 foot message board
29 with lockable Plexiglas cover.
30
31 Construction Requirements
32 The Contractor shall provide temporary power and telephone to the trailers. The temporary
33 trailers shall be installed two.(2) weeks before the terminal closure and shall be removed after
34 the terminal reopens.
35
36 Passenger shelter trailers shall be installed level and sufficiently anchored per Washington
37 State Regulations for such facilities.
38
39 After the terminal is reopened the Contractor shall remove the temporary shelters and service
40 lines from the site within two weeks. Any damage to the pavement underlying the shelters
41 caused by shelter installation or removal shall be repaired to its original condition.
42
43 Payment
44 The lump sum contract price for "Passenger Shelters" shall be full compensation for all labor,
45 equipment, and material necessary to complete the work specified in accordance with the
46 attached Plans, the Standard Specifications, and these Special Provisions.
47
48 TEMPORARY SIGNS
49 Description
50 The Contractor shall furnish, place, maintain and remove traffic signs as designated by the
51 Engineer and in accordance with the Signing Plans, Standard Plans, these Special Provisions,
52 and the Manual on Uniform Traffic Control Devices (MUTCD). The requirements of Section 1-
53 07.23(3)F, and the following provisions shall also apply:
54
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 70
1
The required signoshown in the Plans shall be posted duringloe ferry terminal closure. The
2
Contractor shall provide an itemized list of required signs to the Engineer for approval at least
3
ten working days prior to ordering the signs.
4
5
Materials
6
Sign materials and fabrication: Sign materials and fabrication shall conform to the
7
requirements of Standard Specification 9-28. The signs shall be constructed of plywood in
8
conformance to Standard Specification 9-28.5. The sign fabricator shall be National Barricade
9
Company of Seattle or approved equal.
10
11
Type 11 Barricades: Provide wooden portable Type 11 Barricades as defined in MUTCD 6C-8 for
12
sign mounting as specified on the "Sign Specification" Plans.
13
14
Construction Requirements
15
Signs along Interstate 5 (1-5), Interstate 90 (1-90) and State Route 520 (SR 520) shall be installed
16
and removed by the State. The Contractor shall purchase these signs and posts, and
17
coordinate the installation with the Engineer and the State. The Contractor shall furnish, install
18
and remove all other signs described herein and as shown in the Plans.
19
2o
Measurement
21
The measurement for "Temporary Signs" shall be square feet of sign area.
22
23
Payment
24
The unit contract price per square foot of "Temporary Signs" shall be full pay for installing
25
sign(s), as indicated on the Traffic Signing Plans. The unit contract price shall also include
26
costs for Type 11 barricades. There will be no additional payment for "Temporary Signs" when
27
the relocation of a Type 11 barricades can be accomplished without revising the existing
28
attached sign.
29
30
All costs for furnishing and installing sign(s) and any other additional materials, as indicated on
31
the Signing Plans, shall be included in the contract price for "Temporary Signs". All costs for
32
removal of signs after ferry terminal closure shall be included in the contract price for
33
"Temporary Signs".
34
35
All labor required for relocating barricades to a new location in accordance with the Plans,
36
approved Traffic Control Plan(s), or as ordered by the Engineer, or moving barricades to or
37
from temporary,storage, as approved by the Engineer, shall be paid for as "Temporary Signs .
38
39
REMOVING ASPHALT CONCRETE PAVEMENT
40
July 8, 1991
41 Description
42 Where shown in the Plans or where designated by the Engineer, the Contractor shall remove
43 asphalt concrete pavement. The thickness of the pavement varies - -
44
45 Construction Requirements
46 The removed pavement shall become the property of the Contractor and shall be removed
47 from the project, in accordance with "Disposal of Material".
48
49 Damage caused to portions ofthe pavement to remain, due to the Contractor's operation, shall
50 be repaired by the Contractor at the Contractor's expense and to the satisfaction of the
51 Engineer.
52
53 The Contractor is alerted to the fact that fabric reinforcement is below the ACP. The fabric
54 reinforcement must also be removed under this item of work.
EDMONDS FERRY TERMINAL
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94A449 71
1 0 0
2 Measurement
3 Pavement removal will be measured by the square yard prior to removal.
4
s Payment
6 The unit contract price per square yard for "Removing Asphalt Concrete Pavement" shall be full
7 pay to perform the work specified including disposing of the removed pavement. Removal of
8 the fabric reinforcement is incidental to and included in this item of work.
9
lo REMOVAL OF STRUCTURES
11 Description
12 The Contractor shall remove and dispose of the following:
13
14 The existing timbers, decking, stringers, caps and piles from bent 9 to bent 12 as shown
15 on the plans;
16
17 The existing timber decking and stringers between bents 1 and 2;
18
19 The existing tower foundations and piles;
20
21 The transfer span counterweights and apron counterweights;
22
23 The transfer span;
24
2� Two timber' wingwalls;
26
27 Piles removed from the dolphins as described in the Special Provisions;
28
29 Timber piles from bents 2 through 9 as shown on the demolition plan, and decking and
30 stringers as required to remove or replace these piles;
31
32 Two steel ladders;
33
34 Steel handrail, conduit, and boxes on north side of causeway;
35
36 Steel handrail on south side of causeway;
37
38 Concrete from four tower piles;
39
40 Waiting area wall;
41
42 and other items as shown on the Plans.
43
44 The weights of the following items are provided only as a convenience to the Contractor in
45 order to determine the magnitude of the work involved. The weights are approximate and are
46 not guaranteed to be accurate. The prospective bidders may inspect the original construction
47 drawings at the State offices.
48
49 1 . Each tower foundation weighs approximately 65,000 pounds and excludes the steel
50 H-piling and concrete encasement.
51
52 2. Each tower weighs approximately 9,500 pounds. This does not include the weight of
53 the ladder, paint, etc.
54
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 72
06MENT MARKINGS
1
TEMPORARY
2
Description
3
Temporary pavement. markings shall be used to temporarily mark now striping in existing
4
roadway and parking areas, and to obliterate the existing striping that interferes with the
5
temporary striping. Conform to Section 8-23, except as modified herein.
6
7
All work related to Pavement Markings shall be completed prior to the scheduled closure. The
8
closure will not start until all construction is completed, and no extension of the completion
9
time of the closure will be granted for failure to complete construction. The time available for
10
this work is limited by the schedule requirements. The Contractor shall be prepared to dry the
11
pavement for tape placement if directed by the Engineer.
12
13
Submittals
14
Submittals shall include product data for marking tapes and manufacturer's standard
15
installation instructions demonstrating that all materials conform to the Special Provisions
16
herein.
17
18
Materials
19
Obliterating striping shall be non-reflecting black or gray fabric reinforced tape to match
20
pavement color.
21
22
Temporary striping shall be fabric reinforced tape of the color identified in the plans. All tape
23
shall be a minimum of 2 inches wide. Tape shall be installed with a minimum one half inch lap
24
when obliterating or marking lines greater than the tape width. Tape color shall be white for
25
temporary lines unless noted otherwise on the plans.
26
27
Gravel lots shall be lined with athletic field chalk with lines a minimum of 3 inches wide where
28
indicated on the plans.
29
30
Construction Requirements
al
Prior to placing tape on asphalt surfaces, remove all contaminants and water in areas to be
32
marked. Do not place tape on contaminated or wet surface.
33
34
Place tape or chalk in locations noted on the plans with firm pressure to securely seat the tape
35
on the pavement.
36
37
Temporary pavement markings shall be maintained; damaged or destroyed markings shall be
38
replaced by the contractor at no cost to the State. Provide reflectorized cones at 25 foot
39
spacing to delineate holding lanes during transition periods.
40
41
Measurement
42
"Temporary Pavement Markings" will be measured by the lineal foot of Temporary Pavement
43
Marking stripes installed and removed.
44
45
"Pavement Drying for Temporary Striping" will be measured by the lineal foot of pavement dried
46
for installation of temporary pavement markings.
47
48
Payment
49
The unit contract price per lineal foot for "Temporary Pavement Markings" shall be full payment
50
for all work and material expenses incurred for furnishing, installing and removing Temporary
51
Pavement Markings.
52
53
The unit contract price per lineal foot for "Pavement Drying For Temporary Striping" shall be full
54
payment for all labor, equipment, tools, and materials necessary to dry the pavement with
EDMONDS FERRY TERMINAL
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94A449 79
1 blowers heaters I* other means in order to fac . ilitate the pl&ent of temporary pavement
2 markings.
3
4 TRAFFIC CONTROL AND TEMPORARY BARRIERS
5 Description
6 Except as noted below, the Contractor shall maintain access to and from ferry vessels for both
7 pedestrian and vehicular traffic at all times during the life of this contract. He shall promptly
8 and diligently move any of his equipment, workers, or materials that would impede or delay
9 ferry vessel arrivals or departures. He shall provide and maintain such barriers and barricades
10 as may be necessary to protect and safeguard pedestrians and vehicles.
11
12 The Edmonds Ferry Terminal will be closed as noted in Special Provision entitled, "Terminal
13 Closure* during this contract, and the Contractor shall complete the work as required in Special
14 Provision entitled, "Order of Work and Construction Phasing."
15
16 Submittals
17 Submit work plan for Traffic Control and Barriers. Indicate plan for lane and sidewalk closures
18 showing lane and sidewalk widths, and barrier, signage, flaggers, and temporary striping plans.
19
2o Construction Requirements
21 During all other construction except Phase 11, the ferries will maintain a normal schedule. The
22 Contractor shall allow vehicles and pedestrians access to the ferry terminal through his
23 construction area.
24
25 Traffic lanes and sidewalks may be closed or rerouted on the dock in order to accomplish the
26 work �under the following conditions:
27
28 1. A minimum of two 11 foot traffic lanes. adjacent to each other shall remain open to traffic
29 at all times.
30
31 2. Pedestrian access shall be maintained to the dock on either one 9 foot wide walkway or
32 two 4 1/2 foot wide walkways.
33
34 3. A temporary centerline (yellow) shall be marked on the dock and causeway between
35 temporary traffic lanes.
36
37 4. Walkways shall be guarded from construction activities and vehicles with Temporary
38 Concrete Barriers as noted in the Standard Plans. Additional barriers shall be provide at
39 the edge of the causeway to protect pedestrians if the existing railings are removed.
40
41 5. Traffic lanes shall be guarded from construction activities with Temporary Concrete
42 Barriers as noted in the Standard Plans.
43
44 6. Access to the Terminal Building at the end of the dock shall be maintained throughout any
45 proposed lane or sidewalk closure.
46
47 7. Special constru I ction string lights shall mark the barriers if so requested by the Engineer.
48
49 8. Flaggers shall assist WSF operations personnel in controlling and directing traffic around
50 the work areas.
51
52 9. Temporary signs shall be installed on the dock and causeway warning of the construction
53 activity and directing traffic and pedestrians around the work area.
54
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 80
1 All lanes closed to0affic shall be cordoned off bv TerriDorarl'oncrete Barriers ner WSDOT
2 Standard Plans, Sheet C-8dl and construction warning tape. Where temporary curbing is
3 noted, supply precast concrete wheel stop without anchorage to pavement.
4
5 The Contractor shall provide suitable barriers to prevent pedestrians, including children from
6 walking from the beach into the construction area. These barriers shall be permanent for the
7 duration of construction and shall be able to withstand the forces of changing tides and debris
8 in the water. Temporary barriers shall be located on the North and South sides of the
9 causeway as noted on the plans. Barriers shall be securely anchored to the ground. Barriers
10 shall be maintained and monitored daily for damage at no additional cost to the State.
11
12 The closure of areas other than the lane and sidewalk areas mentioned above shall be done
13 with the approval of the Engineer. The closure of public streets in the City of Edmonds shall be
14 coordinated with the City and conform to all rules and requirements.
15
16 Payment
17 The lump sum contract price for "Traffic Control And Temporary Barriers* shall be full pay for all
18 work and material expenses incurred for furnishing, installing, maintaining and removing traffic
19 control and temporary barriers.
20
21 TYPE III BARRICADE
22 Description
23 The Contractor shall furnish, place, maintain, remove, and reset Type III barricades as
24 designated by the Engineer and in accordance with the Plans, Standard Plans, these Special
25 Provisions, and the Manual on Uniform Traffic Control Devices (MUTCD).
26
27 Materials
28 The frame materials shall be as shown in the Standard Plans.
29
30 Construction Requirements
31 The barricades shall be constructed in accordance with the details shown in the MUTCD and
32 the Standard Plans. The barricade width shall be as designated by the Engineer. When
33 ordered by the Engineer, sand bags shall be provided to stabilize the barricades. The sand
34 bag shall be constructed so that it will rupture on impact. The sand bag shall have a maximum
35 weight of 40 pounds and shall not be placed more than 1 ioot above the ground.
36
37 As may be indicated in the Signing Plan or Traffic Control Plan, the Contractor may be required
38 to install either sign(s) or warning lights or both on barricade(s).
39
40 Measurement
41 Type III barricade(s) will be measured per each.
42
43 The final pay quantity of Type III barricades will be the maximum number of barricades in place
44 at any one time. The final pay quantity will also include any barricades replaced due to
45 damage by traffic.
46
47 When the Signing Plan requires that a specified sign or signs be placed on the barricade, the
48 sign or signs will be considered part of the permanent signing and no separate measurement
49 will be made.
50
51 When the Traffic Control Plan specifies placement of a sign or signs on the barricade(s), the
52 sign or signs will be considered a part of the project traffic control and will be measured by the
53 square foot as a "Temporary Signing".
54
EDMONDS FERRY TERMINAL
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94A449 81
I No measurement9be made for the warning lights. 0
2
3 Payment
4 The unit contract price per each for "Type III Barricade" shall be full pay for performing the work
5 specified, including, when required, furnishing, installing, cleaning, maintaining, and removing
6 the warning lights.
7
8 All labor required for relocating barricades to a new location in accordance with the Plans,
9 approved Traffic Control Plan(s), or as ordered by the Engineer, or moving barricades to or
10 from temporary storage, as approved by the Engineer, shall be. paid for as "Temporary
11 Signing".
12
13 TARPING AND PAVEMENT DRYING
14 Description
15 Those areas of the timber deck exposed to elements prior to paving may require protective
16 measures such as covering with tarp or visqueen when deemed necessary by the Engineer.
17 This item will also include drying of deck by means of compressed air.
18
19 Materials
20 The materials used shall be a 4 mil. visqueen or approved equal. Contractor shall provide this
21 material in 24 foot widths or as approved by the Engineer.
22
23 Measurement
24 Protection of exposed deck shall be measured by the square yaLrd.
25
26 Payment
27 The unit contract price per square yard shall be full compensation for all materials and labor for
28 furnishing, removing and drying to perform the work as specified.
29
3o ASPHALT CONCRETE PAVEMENT - CLASS B
31 Construction Requirements
32 Asphalt concrete pavement shall be constructed to the width and depth shown on the Plans,
33 and in accordance with Section 5-04 of the Standard Specifications, or as directed by the
34 Engineer.
35
36 Material
37 The asphalt concrete pavement shall be a Class B mix conforming to Section 9-02 and placed
38 in accordance with Section 5-04 of the Standard Specifications, modified to meet the following
39 requirements:
40
41 The asphalt concrete pavement shall be delivered to the site with a minimum temperature of
42 2650 F.
43
44 Payment
45 The unit contract price per ton for "Asphalt Concrete Pavement - Class B" shall be full pay to
46 perform the work as specified.
47
48 FABRIC REINFORCEMENT
49 Description
50 This work consists of furnishing and placing an approved fabric reinforcement over that part of
51 , the timber deck which has been stripped of asphalt concrete pavement.
52
EDMONDS FERRY TERMINAL
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SURFACE SMOTHNESS FOR ASPHALT CONC*E PAVEMENT
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Construction Requirements
The second sentence of Section 5-04.3(13) is revised to provide that the completed surface
shall not vary more than 1/4 inch from the lower edge of a 10-foot straightedge placed on any
section of surface which is supposed to be straight.
FEATHERING ASPHALT CONCRETE PAVEMENT
Construction Requirements
Where designated by the Engineer, the Contractor shall feather the asphalt concrete pavement
overlay in a manner to produce a smooth riding connection to the existing pavement.
Asphalt concrete pavement Class * * * B - - -, utilized in the construction of the feathered
connections to existing pavement, shall be modified by eliminating the coarse aggregate from
the mix at the Contractoes plant or the commercial source from which the Contractor obtains
the mix or by raking the joint on.the roadway, to the satisfaction of the Engineer.
Payment
All costs and expenses in connection with providing, placing, and feathering the asphalt
concrete pavement shall be included in the unit contract price per ton for "Asphalt
Concrete Pavement Cl. B" - - -.
PAVEMENT MARKINGS
Description
This work consists of paint stripes and painted traffic symbols.
Materials
The following pavement marking materials have been tested and prequalified for meeting the
requirements noted in Section 8-22, B-23 and 9-21:
Paint Pavement Marking
Columbia Paints & Coatings
Daniel Boone Paint Inc.
Norris Paint/TMT
Norris Paints/TMT
Norris Paints/TMT
Daniel Boone Paint Inc.
Daniel Boone Paint Inc.
Norris Paints/TMT
Norris Paints/TMT
Sprayed Applications
White - 17-245-WW
White - 7371
White - BHW4W1-1
White - BHW8W1-1
White - BHW8W1 -3
Yellow - 7372
Yellow - 7382
Yellow - BHW8Y2-2
Yellow - BHW8Y2-3
Construction Requirements
Paint stripes and traffic symbols shall be installed as shown in the Plans and shall be per
Section 8-22.3.
Measurement
Measurement of paint stripe shall be per lineal foot.
Measurement of traffic symbol shall be per each. Traffic symbols include painted traffic arrows,
painted preferential lane symbol type 5, painted traffic letters and painted traffic numbrs.
Payment
The unit contract price per linear foot for "Paint Stripe" and per each for "Traffic Symbol" shall
be full compensation for all labor, materials, tools and equipment necessary to perform the
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1 work as specified Oiaccordance with the Plans, the Standard Itifications, and these Special
2 Provisions.
3
4 PAINTING CURBS
5 Description
6 All timber curbs shall be painted in accordance with Sections 6-07, "Painting" and 6-07.3(3),
7 "Painting Timber Structres" of the Standard Specifications. These curbs shall receive two coats
8 of yellow paint on the top and all visible sides.
9
lo Materials
11 The paint material shall conform to Section 9-08, "Paints", of the Standard Specifications and
12 amendments thereto. The paint color shall match the color of "Standard Interstate Yellow".
13
14 Measurement and Payment
15 The unit contract price per lineal foot for "Painting Curbs* shall be full compensation for all
16 labor, materials, tools, and equipment needed to complete the work.
17
18 STEEL PIPE PILES
19 Description
20 This work consists of furnishing, painting and driving Steel Pipe Piles.
21
22 Materials
23 All steel pipe piles shall be seamless or fusion welded or of a vertical seam type. Spiral welded
24 piles are not permitted. Steel pipe piles shall conform to the requirements of ASTM designation
25 A-252, grade 3. Piles of 24" dia. shall have a 1" or 1/2" thick wall and shall be used in the
26 wingwalls and in the towers. The 18" dia. piles shall be used at the Kingston Marina. Piles of
27 18" dia. shall be Schedule 60 and have a wall thickness of 3/4". Piles of 10" dia. for bents 2
28 through 11 shall be'schedule 40 and have wall thickness of 0.365". Piles of 12" dia. with wall
29 thickness of 0.375" shall be used at the Edmonds and Kingston Marinas. Piles of 20" dia. with a
30 wall thickness of 1/2" shall be used in the transfer span seat.
31
32 The piles shall be shop coated except for the bottom 10 feet of each pile (see the Special
33 Provision for "Painting Steel Pipe Piling and Steel Sheet Piling"). Steel pipe piling for the
34 Edmonds and Kingston Marinas shall be galvanized. All damage to the coating caused by
35 handling, shipping driving and welding shall be repaired by the Contractor. All repairs to the
36 coating shall be in conformance with the manufacturer's recommendations.
37
38 The following are the order lengths for steel pipe piling, assuming the existing ground line
39 remains undisturbed:
40
41 Wingwalls (24"dia.)
42 6 plumb support piles (line 1) @ 70 feet
43 10 plumb piles (line 2) @ 85 feet
44 8 batter piles @ 115 feet
45 2 endo pile @ 115 feet
46
47 Towers (24" dia.)
48 12 piles @ 90 feet
49
5o Transfer Span Seat (20" dia.)
51 8 piles @ 80 feet
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Timber Trestlitents 2 through 11
Bent 3 (4) 10" @ 54 feet
Bent 4 (4) 10" @ 55 feet
Bent 5 (6) 10" @ 56 feet
Bent 6 (4) 10" @ 56 feet
Bent 6.5 (3) 10" @ 56 feet
Bent 8 (3) 10" @ 57 feet
Bent 9 (3) 10" @ 58 feet
Bent 10 (6) 10" @ 58 feet
Bent 10.8 (2) 10" @ 60 feet
Bent 11 (7) 10" @ 60 feet
Bent 11.2 (2) 10" @ 60 feet
Bent 12 (5) 12" @ 70 feet
Marinas
Kingston Marina 18"dia. 3 plumb piles @ 60 feet
Kingston Marina 12"dia. 8 plumb piles @ 60 feet
Edmonds Marina 12" dia. 6 plumb piles @ 60 feet.
If the Contractor employs a clam shell to remove the existing piles and the ground line is
lowered below its existing location, the Contractor shall add extra length to the piles as given
herein. Extra length shall be added to the piles equal to the difference between the existing
ground line and the final ground line after clam shelling.
The Contractor shall be responsible for cutting off and disposing of excess steel piling.
Construction Requirements
The Contractor shall construct a temporary falsework frame to assure accurate location of the
steel pipe piles for the wingwalls, towers and transfer span seat. The Contractor shall submit
plans of his proposed falsework to the Engineer for approval. The Contractor is advised that
accurate placement of*the steel piling is critical. The Contractor shall exercise extreme care
while placing and driving the steel piling. The cost for the falsework shall be incidental to the
unit contract prices per each for "Driving Steel Piling 24" Dia., Wall t = 1/2" and "Driving Steel
Piling 20" Dia.".
All the 10" dia. and 12" dia. piles and 18" piles, including batter piles shall be driven to a
minimum of 5 feet into the glacial till a_n_d to a minimum 30 ton capacity, except the 12"
diameter piles in bent 12 shall be driven 15 feet into the existing soil.
The final actual tip elevation will be determined by the penetration and bearing requirements as
specified in the plans. Minimum penetratio ' n requirements are based on pile uplift and lateral
load requirements. It is estimated that the required minimum bearing capacity shown on the
drawings will be reached before piles are driven to the required minimum penetration,
overdriving will be requir4d.
Preboring or jetting will not be allowed.
The Contractor should order his piles based on any additional length needed for his equipment
to handle and drive the pile. The Contractor shall not be reimbursed for his additional handling
length.
Piles shall be driven to final tip elevation on the same day as they are begun.
Water elevations within the piles shall be maintained at or above the water elevation outside of
the piles. Water shall not be removed from the piles. Concrete placed underwater shall be
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1 placed using tratmethods. Concrete placement shall be stopped if the water displaced
2 from the plies becomes clouded.
3
4 The Contractor is alerted to the fact that the pile driving is being done in an area where wooden
5 pile stubs and other debris are present. The Contractoes bid should reflect the fact that these
6 materials may be encountered in the course of pile diriving and augering.
7
8 Penetration will be measured from undisturbed soil to pile tip. Undisturbed soil is defined as
9 the elevation of the ground line immediately prior to commencement of pile driving, unless a
10 clam shell bucket is used to remove pile stubs. If a clam shell bucket is used to remove pile
11 stubs, undisturbed soil is defined as the lowest point which the clam shell bucket reached.
12
13 If the piles are pulled from the ground, then the undisturbed soil is defined as the ground line
14 elevation following removal of the piles. Undisturbed soil is not intended to imply the bottom of
15 the hole from which the piles have been extracted.
16
17 Payment
18 The unit contract price per linear foot for "Furnishing Steel Piling 24" Dia., Wall t
19 "Furnishing Steel Piling 20" Dia." "Furnishing Steel Piling 18" Dia.", "Furnishing Steel Piling 12"
20 Dia.", and "Furnishing Steel Piling 10" Dia.", and per each for "Driving Steel Piling 24" Dia., Wall t
21 = _", "Driving Steel Piling 20" Dia.", "Driving Steel Piling 18" Dia.", "Driving Steel Piling 12"
22 Dia." and "Driving Steel Piling 10* Dia.' shall be full compensation for all labor, equipment, tools,
23 and.materials necessary to furnish the steel pipe piling with the protective coating specified in
24 accordance with the Plans, the Standard Specifications, and these Special Provisions. All
25 costs for repairing any damage to the coating caused by handling, shipping or driving shall be
26 incidental to and ' included in the unit contract price per linear foot for "Furnishing Steel Piling
27 24" Dia., Wall t = _", and "Furnishing Steel Piling 20" Dia.", "Furnishing Steel Piling 18" Dia."
28 "Furnishing Steel Piling 12" Dia.", and "Furnishing Steel Piling 10" Dia.".
29
3o STEEL PILE TIPS
31 Description
32 Steel pile driving tips as specified below shall be used on all steel piles except on the line 1
33 (front row) piles of the wingwalls, which shall be driven closed ended.
34
35 Materials
36 The steel pile tips shall be fastened to the piles as recommended by the pile manufacturer.
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38 The tips shall be of ASTM A27 65/35 heat treated steel as manufactured by one of the
39 following:
40
41 1. Versa -Bite Foundation Accessories
42 3475 Gribble Road
43 Matthews, North Carolina 28105
44 (800) 678-8772
45
46 2. Associated Pile and Fitting Corp.
47 P.O. Box 1043
48 Clifton, New Jersey 07104
49 (201) 773-8400
so
51 3. International Construction
52 Equipment Incorporated
53 301 Warehouse Drive
54 Matthews, North Carolina 28105
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I
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(70821-7681
2.
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The steel pile tips shall be inside cutting tips where the outside surface of the pile is flush with
4
the outer edge of the tip. This
type of tip will maximize the skin friction. Line I piling of the
5
wingwalls shall be close -ended.
Flat plate as shown on the Plans shall be used.
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7
Payment
8
The cost of furnishing and installing
steel pile tips shall be incidental to and included in the unit
9
contract price per each for *Driving Steel Pile 24" Dia., Wall t = 1/2" and *Driving Steel Pile 20"
10
Dia.", "Driving Steel Pile 18" Dia."
"Driving Steel Pile 12"
Dia.", "Driving Steel Pile 10" Dia.", and
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"Furnishing Steel H-Piling".
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PILE DRIVING EQUIPMENT APPROVAL
14
Construction Requirements
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Section 6-05.3(1)C is supplemented with the following:
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AJI piles shall be driven to the minimum
tip elevations or
penetrations, shown on the Plans, and
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the required bearing capacities
using a conventional impact hammer. The impact hammer
18
used for determination of bearing
capacity shall meet the following minimum requirements:
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20
Location Hammer
Minimum Ram
Minimum Rated
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Type
Weight
Energy
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kN (kips)
W/Blow (ft-kips/Blow)
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Wing Walls Diesel
45(10)
135(100)
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Steam
N/A
102(75).
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Air
N/A
102(75)
.27 '
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Bridge Seat Diesel
45(10)
135(100)
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Steam
N/A
102(75)
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Air
N/A
102(75)
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32
Towers Diesel
45(10)
135(100)
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Steam
N/A
102(75)
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Air
N/A
102(75)
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36
Trestle Diesel
15.7(3.5)
46(34)
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Steam
N/A
34(25)
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Air
N/A
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40
Causeway Diesel
15.7(3.5)
46(34)
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Steel Steam
N/A
34(25)
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H-Piles Air
N/A
34(25)
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44
Kingston
45
Marina Diesel
36(8)
111(82)
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(18" Steam
N/A
81(60)
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dia. piles) Air
N/A
81(60)
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49
Kingston & Diesel
15.7(3.5)
46(35)
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Edmonds Marinas Steam
N/A
34(25)
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(12" dia. Air
N/A
34(25)
52
piles)
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1 These minimumAre estimated based on anticipated hater performance and typical
2 hammer details. The minimum rated energy may need to be increased depending on the
3 specific hammer details, pile wall thickness, and site soil conditions. The Contractor shall select
4 a hammer using these minimums as a guide and shall increase these minimums as appropriate
5 to account for hammer details, casing thickness, and installation methods.
6
7 Hammer Approval
8 The Contractor shall submit for approval details of the proposed pile driving equipment to the
9 Engineer at least 30 days prior to anticipated commencement of production pile installation.
10 Within 15 working days after the Engineer receives the submittal, the Contractor will be notified
11 of the Engineers acceptance or rejection.
12
13 PILE DRIVING CRITERIA
14 Construction Requirements
15 Section 6-05.3(2)F is revised as follows:
16
17 A conventional diesel, steam, or air impact hammer shall be used to drive all piles to the
18 minimum tip elevations or penetrations and the required capacity according to the provisions
19 in Section 6-05.3(2)F. If the piles do not have the required capacity, they shall be driven until
20 they develop the required capacity.
21
22 The Contractor should be advised that for the row 2 piles in the wingwalls, up to 310 kN (70 K)
23 of overdriving may be required to reach the minimum tip elevation.
24
25 The first pile in row 2 of each wingwall shall be monitored as specified in DYNAMIC PILE
26 TESTING over the entire length of impact pile driving and during restrike to evaluate the uplift
27 capacity.
28
29 DYNAMIC PILE TESTING
30 Description
31 This item of work shall consist of furnishing all materials, labor, tools, equipment, services- and
32 incidentals necessary to perform Dynamic Pile Testing using the Pile Driving Analyzer (PDA)
3� and Case Pile Wave Analysis Program (CAPWAP).
34
35 Construction Requirements
36 The dynamic testing shall be performed by the Contractor on the first pile driven in Row 2 of
37 each wingwall structure using the PDA over the entire length of impact driving and during
38 restrike to evaluate the uplift capacity. The restrike should be performed no sooner than 24
39 hours after impact pile driving has ended and the minimum tip elevation has been achieved.
40
41 The restrike shall be performed after the hammer has been warmed -up by driving an adjacent
42 pile for a minimum of 30 blows. Once the hammer is warmed, it shall immediately be placed on
43 the pile to be tested. The restrike test shall stop once the pile has been driven 3 inches or once
44 60 blows are achieved whichever occurs first. The blows per inch shall be monitored during the
45 restrike. CAPWAP analyses will be required to evaluate the uplift capacity of all piles tested by
46 the PDA.
47
48 Installation, monitoring, and presentation of the results of the PDA and CAPWAP shall be
49 performed by a qualified PDA subcontractor whose name and qualifications shall be submitted
50 to the Engineer for approval at least 14 calendar days before pile driving is to begin. All
51 personnel who operate the PDA and analyze the output data shall have a minimum of 3 years
52 of experience and shall have operated the PDA and analyzed the data on at least 5 projects
53 during each of those 3 years. Two qualified PDA subcontractors include:
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1 0 6
2 GIRL and Associates
3 Box 340
4 Manchester, WA 98353
5 (206) 624-0220
6
7 CH2M-HiII
8 P.O. Box 91500
9 Bellevue, WA 98009
10 (206) 453-5000
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12 The piles shall be made available to the PDA subcontractor for installation of instruments
13 before and after placing the piles in the leads. In cooperation with the PDA subcontractor, the
14 Contractor shall cease and resume driving as needed to obtain the required measurements.
15 PDA testing shall be performed during driving over the entire length of the pile being tested.
16 The Contractor shall repair all pile coatings that are damaged during dynamic testing, to the
17 satisfaction of the Engineer.
18
19 For each pile tested using the PDA, the PDA subcontractor shall provide a summary of the PDA
20 results which shall include the hammer blows per minute, transferred energy, and the force and
21 stress at the pile top. These results shall be provided at 0.3 m (1 ft) intervals of pile penetration
22 for the entire driving length. In addition, the pile shall be monitored with the PDA for damage
23 and the occurrence of non axial driving. All PDA results provided by the PDA subcontractor
24 shall be correlated to pile tip elevation and blows per foot as recorded by the Engineer.
25
26 Preliminary PDA results shall be made available to the Engineer immediately after the pile is
27 driven. Furthermore, the Engineer shall be informed immediately if non axial driving or pile
28 damage, as indicated by the PDA, occurs.
29
30 All PDA results shall be presented in a formal, written, dynamic analysis report, including the
31 results of the CAPWAP analyses. The report shall include an explanation of all symbols used,
32 any background information needed to understand the data, any adjustments made to the field
33 data to obtain the data tabulated in the report, an interpretation of the data, and typical plots of
34 force and velocity versus time obtained near the end of driving. The report must be submitted
35 to the Engineer within 5 working days of completion of each analyzed pile.
36
37 Payment
38 The unit contract price per each for "DYNAMIC PILE TESTING" shall be full pay for furnishing
39 all materials, labor, tools, equipment, services and incidentals necessary to perform Dynamic
40 Pile Testing using the Pile Driving Analyzer (PDA) and Case Pile Wave Analysis Program
41 (CAPWAP) as specified in this special provision.
42
43 SOIL PLUG REMOVAL
44 If, during pile driving operations a soil plug is formed that keeps the pile from reaching the
45 required penetration, the soil plug shall be removed. The Contractor shall submit a detailed
46 soil plug removal plan at the Pre -construction meeting for approval. No pile driving will be
47 allowed until the Contractor's plan has been approved. At no time shall the auger or other
48 device extend beyond the pile tip. The Contractor shall have all of the equipment and material
49 to implement his approved plan available at the site within 24 hours of a soil plug forming and
50 after soil plug removal continue to drive the pile until the minimum penetration requirements
51 are satisfied. The process of driving and cleaning out within the pile shall be repeated as many
52 times as necessary to achieve penetration requirements.
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1 Payment 46 0
2 Payment for "Soil Plug Removal" will be paid for by force account as provided in Section 1-09.6
3 of the Standard Specifications. Force Account time will begin once a soil plug has occurred
4 and after the Contractor has brought on -site all of the materials and equipment necessary for
5 the soil plug removal. Force Account shall continue until the pile with the soil plug has reached
6 the required penetration. All costs associated with keeping the required equipment and
7 materials available and ready shall be part of the bid item "Driving Steel Pile 24' Dia., Wall t
8 1/2".
9
10 For the purpose of providing a common proposal for all bidders, and for that purpose only, the
11 State has estimated the dollar amount for force account for this item to be $25,000 and has
12 arbitrarily entered the amount on the proposal form to become part of the total bid by the
13 Contractor.
14
15
16 CONCRETE CLASS 400OW FOR PILING
17 After driving the steel pipe piles for the wingwalls, towers and transfer span seat they shall be
18 filled with concrete. The concrete used to fill the piles shall be a concrete Class 400OW mix
19 conforming to Section 6-02 of the Standard Specifications.
20
21 Concrete shall be placed in the piles by placing a concrete seal, removing the water and then
22 pouring the remainder of the concrete in the dry.
23
24 The Contractor shall followthe steps outlined below:
25
26 Water elevations within the piles shall be maintained at or above the water elevation
27 outside of the piles.
28
29 The Contractor shall place a seal in the bottom of each pile. Concrete for the seal shall be
30 placed using tremie methods. It will be the Contractor's responsibility to determine the
31 exact size of the seal and the amount of time between pouring the seal and removing the
32 water. However, the concrete seal shall have a minimum depth of five feet, and shall cure
33 for a minimum of 12 hours before water removal.
34
35 Following that period of time, as determined by . the Contractor, the pile shall . be filled up to
36 the top.
37
38 No concrete shall enter the surrounding waters. No concrete clouded water shall enter
39 the surrounding waters.
40
41 The Contractor may use a different sequence to place the concrete, but his procedure must be
42 submitted to the Engineer for approval in writing.
43
44 Measurement and payment of "Concrete Class 400OW For Piling" shall be as specified in
45 Sections 6-02.4 and 6-02.5 of the Standard Specifications.
46
47 CONCRETE CLASS 4000 FOR STRUCTURE
48 Cast -in -place concrete for tower foundation, transfer span seat and other minor construction
49 shall be Class 4000 meeting the payment material requirements of and be placed in
50 accordance with Section 6-02 of the Standard Specifications.
51
52 Depending on the Contractor's schedule, he may submit for approval an alternate concrete mix
53 design for the transfer span seat. If the alternate mix design is approved, the Engineer will
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1 . Class 3000 SpeciAkncrete will be measured bv the cubic var* accordance with Section 6-
2 02.4 of the Standard Specifications. The unit contract price per cubic yard for *Conc. Class
3 .3000 Special" shall be full compensation for furnishing all labor, materials (except as noted
4 otherwise), tools, and equipment to construct and install the counterweights and the
5 counterweight balance blocks.
6
7 PAINTING STEEL PIPE PILING AND STEEL SHEET PILING
8 Description
9 This work shall consist of preparing the surface and providing and applying the coatings to the
10 steel pipe piles and steel sheet piling before driving.
11
12 Steel H-piles shall not be coated.
13
14 Materials
15 Carboline company:
16 Kop-coat 788 Splash Zone Compound
17 Carbomastic 242
18 Carboline 1209 GF (Formerly Imperial Reactic #1209 GF)
19 Carboline D 888
20
21 Devoe Coating Company:
22 Devguard 238
23
24 Ameron Protective Coating Inc.
25 Amerlock 400 GFA
26 Tideguard 171A
27
28 Thin Film Technology, Inc.
29 Bio-Dur 162
30 Bio-Dur 561
31
32 Steel pipe piling which will be installed at both the Kin*gston and Edmonds Marinas
33 shall be hot dipped galvanized.
34
35 Construction Requirements
36 Construction requirements, where applicable, apply to this item of work.
37
38 Surface Preparation:
39 All steel piling shall be grit blasted to SSPC SP-10 and shall have 3-4 mil profile
40 after blasting.
41
42 a. Shop application of coating:
43
44 Carboline Company:
45 ist Coat - Carboline 1209 GF Gray (8 mils DFT)
46 2nd Coat - Carboline 1209 GF Black (8 mils DFT)
47
48 Devoe Coating Company:
49 1st Coat - Devguard 238 Oxide Red (8 mils DFT)
50 2nd Coat - Devguard 238 Black (8 mils DFT)
51
52 Ameron Protective Coating, Inc.
53 1st Coat - Amerlock 400 GFA (8 mils DFT)
54 2nd Coat - Amerlock 400 GFA Black (8 mils DFT)
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1 0
2 Thin Fillpechnology, Inc.
3 Not for shop application
4
5 Galvanizing shall be done in accordance with ASTIVI A123.
6
7 b. Field Application of Coating:
8 Repairs -to shop painted coatings and welded joints occurring above elevation
9 0.0:
10
11 Surface Preparations:
12 Shall be SSPC- SP -11
13
14 Carboline Company:
15 1 st Coat - Carbomastic 242 (7 mils DFT)
16 2nd Coat - Carboline D 888(5-7 mils DFT)
17
18 Devoe Coating Company:
is 2 Coats - Devguard 238 (8 mils DFT each)
20
21 Ameron Protective Coating, Inc.
22 2 Coats of Amerlock 400
23
24 Thin Film Technology, Inc.
25 Two Coats Bio-Dur 162 (8 mils DFT each)
26
27 Galvanized surfaces shall be in accordance with ASTM A780.
28
29 c. Repairs to shop painted coating occurring below elevation 0.0:
30
31 Surface preparation:
32 Shall consists of removing all dirt, oil, grease, loose paint, loose rust, marine
33 growth and wire brushing the area which is to be repaired. The sound paint
34 surrounding the damaged area shall be roughened to provide a profile for the
35 coating to adhere to.
36
37 Carboline Company:
38 Kop - Coat 788 splash Zone Coating at 1/8" minimum
39
40 Ameron Protective Coating, Inc.
41 Tideguard 171A at 1 /8" minimum
42
43 Thin Film Technology, Inc.
44 Bio-Dur 56135 mils minimum
45
46 Payment
47 All labor, materials, tools and equipment necessary to prepare, and paint or hot dip galvanize
48 the steel pipe piles as specified shall be incidental to and included in the unit contract price per
49 lineal foot for "Furnishing Steel Piling 24" Dia., Wall t = ", "Furnishing Steel Piling 20" Dia.",
50 "Furnishing Steel Piling 12" Dia.", "Furnishing Steel Piling 18" Dia." and "Furnishing Steel Piling
51 10" Dia.".
52
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PAINTING STOIL . 0
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Description
In addition to the paint system described in the Special Provision as "Painting Steel Pipe Piling
and Steel Sheet Piling% three other types of paint systems shall be used on this project: Paint
System 1, Paint System 2, and Paint System 3, described as follows.
Paint System 1
This paint system shall consist of an Organic Zinc -Rich Primer, Epoxy Intermediate, Aliphatic
Urethane Protective Coat paint system and shall apply to all new and existing steel, EXCEPT:
1. Steel Wingwalls.
2. Steel Pipe Piling.
3. The driving surface of the apron dock plate, and the top flange of the end floor beams.
4. Any steel to be hot dipped galvanized.
5. Epoxy coated post tension bars.
6. Structural steel shapes, plates and miscellaneous metals for the temporary passenger
only facilities located at the Port of Edmonds and Kingston Marinas. Apply Organic Zinc
Primer only.
7. Structural Steel shapes and plates below the bottom of the trestle decking.
8. Causeway walers
In general, the following parts shall not be painted:
1 . Machined surfaces that require lubrication.
2. Bearing surfaces on the apron -transfer span hinge plates.
3. Apron hinge pins.
4. Slots of live load hangers.
The steel to be painted are the transfer span, towers, tower headframe, sheaves, pulley blocks,
motor covers, lever arms and live load hangers. The surfaces of the apron not coated as
described in "Polymer Concrete Overlay" shall be painted. Painted steel shall also include
temporary structural steel associated with the temporary facilities at the Port of Edmonds and
Kingston Marinas, except galvanized as specified under "Concrete Floats and Mooring
Devices" section.
The Contractor shall supply the Engineer with the product data sheets before any coating is
done. The product data sheets shall indicate the mixing and thinning directions, the
recommended spray nozzles and pressures, temperature and humidity requirements, the
minimum curing time for shop applied coats, and the recommended procedures for field repair.
Terminology used herein is in accordance with the definitions used in Volume 2, Systems and
Specifications, of the SSPC Steel Structures Painting Manual (1985 Edition).
The work shall be done in accordance with the Standard Specifications except as otherwise
specified herein.
Materials:
Organic Zinc -Rich Primer (2.5-3.5 mils DFT)
Epoxy Intermediate (4.0-6.0 mils DFT)
Aliphatic Urethane Protective Coat (2.0-5.0 mils DFT)
Acceptable paint systems are as follows:
Tnemec 90-97 Tnemec-Zinc zinc -rich urethane primer
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I Tnemec Series 66 Hi -Build Epoxoline epoxy-polyamide coating
2 Tnemec series 73 Endura
3 Shield III high build acrylic polyurethane enamel
4
5 Dupont Imron 62ZF zinc filled polyurethane primer
6 Dupont 25P high solids epoxy mastic coating
7 Dupont 333 polyurethane gloss enamel
8
9 Carboline 858 zinc rich epoxy
10 Carboline 893 epoxy intermediate
11 Carboline 133HB high build aliphatic polyurethane
12
13 The coating system shall be supplied by the same paint manufacturer.
14
15 The color for the epoxy coating material shall be any light color recommended by the Painting
16 Contractor that would distinguish it from the primer and the protective coat.
17
18 The towers, headframe, hanger bar and other associated steel shall be painted Guardsman
19 Green (Carboline #6352). The transfer span shall be painted Sterling Gray (Carboline #6731).
20 These colors were selected from an architectural color chart produced by Carboline. These
21 colors have been selected since they match the State's color scheme and are not intended to
22 imply that this is the only manufacturer the State will accept. The Contractor shall submit color
23 samples from the actual paint manufacturer to the Engineer for approval.
24
25 Construction Requirements
26
27 Provisions For Inspection
28 As a part of these Specifications and a condition of use of this paint system, the supplier of the
29 coating shall furnish the services of a technically qualified liaison person acceptable to the
30 Engineer and to the Manufacturer of the coating. The liaison person shall recommend the
31 procedures and conditions of application to the coating applicator and be satisfied as to the
32 efficiency of the operation so that certification can be made in writing in the name of the
33 Coating Manufacturer that the system has been applied and cured satisfactorily. Failure on the
34 part of the Contractor to present this certificate shall be reason for non payment of that portion
35 of the work intended to be covered by such certification.
36
37 Preparation for Shop Coating
38 Care shall be taken to protect freshly coated surfaces from subsequent blast cleaning
39 operations. Blast damaged primed surfaces shall be thoroughly wire brushed or if visible rust
40 occurs, reblasted to a near -white condition. The wire brushed or blast cleaned surfaces shall
41. be vacuumed and reprimed by spraying.
42
43 All areas where field welding is required shall be primed and masked off prior to application of
44 the intermediate and top coats.
45
46 Blasted and cleaned surfaces shall be approved by the Engineer prior to the coating
47 application.
48
49 Mixing The Coating
50 The coating shall be mixed with a high shear mixer (such as Jiffy Mixer) in accordance with the
51 Manufacturer's directions, to a smooth, lump -free consistency. Paddle mixers or paint shakers
52 are not allowed. Mixing shall be done, as far as possible, in the original containers and shall be
53 continued until all the metallic powder or pigment is in suspension.
54
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0
1 Care should be An that all of the coating solids that may have settled to the bottom of the
2 container are thoroughly dispersed. The coating shall then be strained through a screen
3 having openings no larger than those specified for a No. 50 sieve in ASTIVI E 11. After straining,
4 the mixed primer shall be kept under continuous agitation up to and during the time of
5 application.
6
7 Thinning the Coating
8 In general the coatings are supplied for normal use without thinning. If it is necessary to thin
9 the coatings for proper application it shall be done only in accordance with the manufacturer's
10 recommendation.
11
12 Conditions For Coating
13 Coating shall be applied only when the following conditions have been met:
14
15 Preparation
16 The surfaces have been blast cleaned to a near white finish (SSPC-SP-10).
17
18 Additional Preparation of Existing Steel
19 Flushing shall precede all other methods of cleaning and shall apply to all surfaces. Flushing
20 shall consist of. washing the metal surfaces with fresh water - detergents shall not be used. The
21 purpose of flushing is to remove all salt particles and prevent these from being driven into the
22 steel by the following blast cleaning.
23
24 All utilities shall be painted, except those which are galvanized.
25
26 Temperature (Unless otherwise recommended by the manufacturer of the paint system):
27 The temperature of the air and the steel shall be above 50 OF for coating other than the top
28 coat. This 50OF minimum temperature shall be maintained throughout the minimum curing time
29 as listed in the Product Data Sheet or as recommended by the manufacturer. For the urethane
30 topcoat the temperature of the air and steel shall be above 400F. Coating shall not be applied
31 if the temperature is high enough to cause blistering. For all paint systems, the surface
32 temperature of the steel shall be at least 5OF higher than the dew point (this requires the steel
33 to be dry and free of any condensation regardless of the actual temperature of the steel).
34
35 Humidity
36 Except for moisture cured coating, no coating shall be applied when the relative humidity is
37 greater than 90 percent nor when the combination of temperature and humidity conditions are
38 such that moisture condenses on the surface being coated.
39
Q Applying The Coating
41 After the surface to be coated has been cleaned and approved by the Engineer, the primer
42 shall be applied so as to produce a uniform even coating bonded with the metal. Succeeding
43 coats shall be applied when approved by the Engineer. Depending on the site conditions,
44 additional time may be required for proper curing before applying succeeding coats. It is the
45 applicator's responsibility to determine if the coating has cured sufficiently for proper
46 application of succeeding coats. The maximum time between coats shall be in accordance
47 with the manufacturer's recommendations except that no more than 60 calendar days will be
48 permitted between coats. If the maximum time between coats is exceeded, all newly coated
49 surfaces shall be completely blast -cleaned again to a near white finish (SSPC-SP10) and
50 recoated at the Contractor's expense.
51
52 The coatings shall be applied with the spray nozzles and pressures recommended by the
53 manufacturer of the coating system, so as to attain the film thickness specified.
54
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1 The dry film thicknewill be determined by the use of a magnelory film thickness gage. The
2 gage shall be calibrated on the blasted steel with plastic shims approximately the same
3 thickness as the minimum dry film thickness. A Tooke film thickness gage shall be used when
4 requested by the Engineer. If the Tooke gage shows the primer coat to be less than the
5 specified minimum thickness, the total coating system will be rejected even if the total dry film
6 thickness exceeds the total of the minimum for each coat of the 3-coat system.
7
8 If the application of the coating to the required thickness in one coat produces runs, bubbles,
9 or sags, the coating shall be applied in multiple passes of the spray gun, the passes separated
10 by several minutes. Where excessive coating thickness produces *mud -cracking", such
11 coating shall be scraped back to soundly bonded coating and the area recoated to the
12 required thickness.
13
14 In areas of deficient primer thickness, the area shall be prepared according to the
15 manufacturers recommendations and recoated.
16
17 All coating shall be done in a neat and workmanlike manner described in SSPC-PA1, producing
18 a uniform, even coating which is bonded to the underlying surface.
19
20 All metal coated with impure, unsatisfactory, or unauthorized coating materials, or coated in an
21 unworkmanlike or objectionable manner in the Engineer's opinion, shall be thoroughly cleaned
2-2 and recoated or otherwise corrected as directed by the Engineer.
23
24 AJI dry spray shall be removed, by . sanding if necessary, prior to the application of the
25 succeeding coat. Material shall not be loaded for shipment until the shop coating has
.26 adequately cured and has been inspected.
27
28 Handling Steel
29 Extreme care shall be exercised in handling the steel in the shop, during shipping, during
30 erection, and during subsequent construction. Painted steel -shall not be moved or handled
31 until sufficient curing time has elapsed and approval has been obtained from the Engineer. The
32 steel shall be insulated from the binding chains by softeners approved by the Engineer. Hooks
33 and slings used to hoist steel shall be padded. Diaphragms and similar pieces shall be spaced
34 in such a way that no rubbing will occur during shipment that may damage the coatings. The
35 steel shall be stored on pallets at the job site, or by other means approved by the Engineer, so
36 that it does not rest on the dirt or so that components do not fall or rest on each other. All
37 shipping and job site storage details shall be presented to the Engineer at the preconstruction
38 meeting and must be approved prior to shipping the Steel.
39
40 Shop and Field Repair
41 The Contractor shall furnish and erect scaffolding meeting the approval of the Engineer and
42 shall provide a time mutually agreed to for inspecting the structural steel prior to and after
43 coating. All repairs are subject to approval by the Engineer.
44
45 All shop and.field repairs to the coating shall be made in strict accordance with the coating
46 supplier's recommendations except where the requirements listed in these specifications are
47 more stringent. All repair procedures shall be subject to the approval of the Engineer. All
48 coatings applied to the repair areas shall be applied using recommended spray equipment
49 only. If any blast cleaning is required in the field it shall be done using an approved low -dust
50 abrasive.
51
52 Surfaces which will be inaccessible for coating after erection shall be repaired and recoated as
53 required by the Engineer prior to erection.
.54
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1 When the erectiomork has been completed, including all connections and the straightening of
2 any bent metal, the steel shall be prepared for repairs. All adhering scale, dirt, grease, form oil,
3 or other foreign matter shall be removed by appropriate means and any rusted or uncoated
4 areas blast cleaned to a near -white finish in accordance with SSPC-SP10. All abrasive and
5 paint residue shall be removed from the steel surfaces by vacuuming or by double blowing,
6 except that if the double blowing method is used the top surfaces of all structural steel,
7 including top and bottom flange, splice plates, hangers, etc., shall be vacuumed after the
8 double blowing operations are completed. The coating surrounding the blasted areas shall be
9 thoroughly wire brushed, vacuumed, and the area recoated with. the same coating system used
10 in, the shop. If the spraying of a blasted area or an area of insufficient primer thickness results
11. in coating of the surrounding area due to over spray, this over spray shall be removed prior to
12 the application of the intermediate coat. The requirements specified herein for provisions for
13 inspection, mixing the coating, thinning the coating, temperature and humidity requirements for
14 coating, and applying the coatings, shall govern the application of the coating to the repaired
15 areas. The requirement for the dry film thickness and curing conditions of the repair coats are
16 the same as for the shop coats. Minimum curing time shall be as recommended by the
17 manufacturer.
18
19 Paint System 2
20
21 Description
22 This system consists of a non-skid surface treatment and shall be used on the following
23 surfaces.
24
25 1 . The top surface of the transfer span end floor beam.
26 2. The top surface of the transfer span seat cover plate.
27 3. The top surface of the tube steel of the storm sewer inlet.
28
29 In general, the following parts shall not be painted:
30
31 1. Machined surfaces that require lubrication.
32 2. Bearing surfaces on the apron -transfer span hinge plates.
33 3. Apron hinge pins.
34
35 The Contractor shall supply the Engineer with the product data sheets before any coating is
36 done. The product data sheets shall indicate the mixing and thinning directions, the
37 recommended spray nozzles and pressures, temperature and humidity requirements, the
38 minimum curing time for shop applied coats, and the recommended procedures for field repair.
39
40 Terminology used herein is in accordance with the definitions used in Volume 2, Systems and
41 Specifications, of the SSPC Steel Structures Painting Manual (1985 Edition).
42
43 The work shall be done in accordance with the Standard Specifications except as otherwise
44 specified herein.
45
46 Materials
47 Non-skid surface treatment shall consist of;
48
49 1. Zinc primer (2.5-3.5 mils DFT), same as system primer chosen in "Paint System 1".
50
51 2. International Intergard EK6312A/EB0294A dark gray (20-24 mils DFT).
52
53 Construction Requirements
54 All work shall be according to the manufacturer's recommendations.
55
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1 Paint System 0
2 Description
3 This work shall consist of preparing the surface, providing and applying the coatings to the
4 structural steel above the cutoff elevations for the wingwalls shown in the Plans: structural
5 shapes and plates below the bottom of the trestle decking and the fender units mounted to the
6 tower piles, and causeway walers.
7
8 All ladders shall receive an additional coat of Safety Yellow.
9
lo Materials
11 Carboline Company:
12 Kop-Coat 788 Splash Zone Compound
13 Carbomastic 242
14 Carbo Zinc 11
15 Carboline D 888
16
17 Devoe Coatings Company:
18 Bar Rust 235
19. Devguard 238
20
21 Ameron Protective Coating, Inc.
22 Amerlock 400
23
24 TNW, INC.:
25 Tnemec Series No. 69 Hi -Build Epoxoline 11
26 Tnemec Series No. 161 Tnemec-Fascure
27
28 The wingwalls including the piles shall be coated black. The color of the under coats shall be
29 any light color that would distinguish it from the subsequent coat.
30
31 Construction Requirements
32 1. Surface Preparation
33 All structural steel shall be grit blasted to SSPb SP-10 with a minimum of a 3 mil profile after
34 fabrication.
35
36 2. , All Shop Painted Wingwall Structural Steel
37 Carboline Company:
38 Ist Coat - Carbo Zinc 11 (3 mils DFT)
39 2nd Coat - Carboline D 888 Black (6-8 mils DFT)
40
41 Devoe Coatings Company:
42 1 st Coat - Bar Rust 235 (8 mils DF-r)
43' 2nd Coat - Bar Rust 235 Black (8 mils DFT)
44
45 Ameron Protective Coating, Inc.
46 1st Coat - Amerlock 400 (8mils DFT)
47 2nd Coat - Amerlock 400 Black (8 mils DF-r)
48
49 TNW, Inc.
50 ist Coat - Series No. 69 Hi -Build Epoxoline 11 (8-10 mils DFT)
51 2nd Coat - Series No. 69 Hi -Build Epoxoline 11 Black (8-10 mils DFT)
52
53 3. Field Application of Coating
54 Welded joints and repairs to shop painted coatings occurring above elevation 0.0.
55
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1 Surface prepara*
2 Shall be SSPC SP-1 1.
3
4 Carboline Company:
5 1st Coat - Carbonmastic 242 (7 mils DFT),
6 2nd Coat - Carboline D 888 (5-7 mils DFT)
7
8 Devoe Coatings Company:
9 Two coats of Devguard 238 (8 mils DFT each)
10
11 Ameron Protective Coating, Inc.
12 2 Coats of Amerlock 400 (8 mils DFT) each
13
14 TNW, Inc.:
15 1st Coat - Series No. 161 Tnemec-Fascure (4-6 mils DFT).
16 2nd Coat - Series No. 69 Hi -Build Epoxoline 11 (8-10 mils DFT).
17
18 Thin Film Technology, Inc.
19 Two coats Bio-Dur 162 (8 mils DFT each).
20
21 Payment
22 The lump sum contract price for "Painting Steel" shall be full compensation to accomplish the
23 work specified in accordance with the Plans, the Standard Specifications, and these Special
24 Provisions.
25
26 STRUCTURAL CARBON STEEL
27 The Contractor shall furnish material for, fabricate, and erect all structural carbon steel
28 specified in the Plans. This item of work includes all structural'carbon steel except that
29 included in the following list:
30
31 1 . "Safety Gate"
32 2. "Furnishing Steel Piling Inch Dia."
33 3. Steel punchings used in "Conc. Class 3000 Special"
34 4. Steel sheet piling
35 5. Steel H-piling
36
37 With reference to Section 6-03.3 of the Standard Specifications, the steel fabricator of the
38 transfer span, apron and towers shall be certified under the AISC Quality Certification Program,
39 Category 111, Major Steel Bridges.
40
41 For the purpose of payment, the following listed steel items shall be considered as structural
42 carbon steel:
43
44 1. Steel bolts, anchor bolts, U-bolts, nuts, and washers (except those used to connect
45 timber to timber, timber to steel, or timber to concrete)
46
47 2. Steel plates and shapes embedded in the counterweights (steel punchings used in
48 the concrete Class B special are excluded)
49
50 3. All steel in the transfer span towers including fender units on piles.
51
52 4. All steel in the transfer span.
53
54 5. The bridge shoes.
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1 0 0
2 6. Transfer Span Headframe and Catwalk.
3
4 7. All steel in wingwalls above the cut-off elevations in the Plans.
5
6 B. All steel framing, connection brackets, strips, shims and miscellaneous structural
7 steel for the timber trestle bents 1 through 11.
8
9 9. All steel plates, shapes, and bolts in the sheet pile wall.
10
11 10. All steel shapes, plates, bolts, and miscellaneous metals and associated fabrications
12 for the passenger only temporary facilities including concrete floats at the Port of
13 Edmonds and Kingston Marinas.
14
15 11. Handrail Assemblies.
16
17 12. Access ladder assemblies including rails and safety chains.
18
19 13. Vehicle Guardrail.
20
21 14. Light pole supports including blocking and attachment.
22
23 15. Steel beams under passenger building at bent 11 and in bent 12.
24
25 All steel pipe shall be seamless or fusion welded and of a vertical seam type. Spiral welded
26 pipe is not permitted. Steel. piling shall conform to the requirements of ASTM designation
27 A252, Grade 3. Rolled shapes, plates and other shapes shall be of A36 steel or a compatible
28 higher grade steel.
29
30 Connection straps, shims, and other miscellaneous structural steel below the surface of timber
31 decking, bents 1 through 11, shall be hot -dipped galvanized in accordance with ASTM
32 designation A-153.
33
34 Steel items so indicated in the Plans shall be hot -dip galvanized. All other structural carbon
35 steel (not galvanized) shall be painted in accordance with the Special Provision titled
36 PAINTING - NEW STEEL.
37
38 Steel Roadway Decking - Transfer Span
39 The Contractor shall furnish and install steel roadway decking as specified in the Plans and this
40 special provision. The decking shall weigh approximately 14.6 lb. per S.F. and shall consist of
41 a welded grillage of steel beams, plates and/or shapes so arranged, fabricated, and fastened
42 together and to the supporting stringers, to provide a flooring or grating for the support of
43 vehicular traffic. All joints of the flooring shall be welded or mechanically locked and welded. A
44 galvanized 20-gage metal strip shall rest on the lower flanges of the main beams to afford a
45 form for filling the grillage with Class 4000 Special concrete. Units of the assembled flooring
46 shall be welded to each other and bolted to the stringer and floor beam flanges below.
47
48 Main members of the flooring shall be 20 feet-9 inches long, 3-inch deep rolled I -beams at 4-
49 inch centers, placed transverse to the direction of traffic. Upper longitudinal bars at 4-inch
50 centers and lower longitudinal bars at 8-inch centers shall connect the transverse 3-inch F
51 beams. Panels, or sections, of the fabricated floor shall be made without splicing for the full
52 roadway width, that is 20 feet-9 inches, and in the range of 4 feet-0 inches in the dimension
53 parallel to the roadway centerline. These panels shall be assembled to each other and welded.
54 together.
55
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1 Payment
2 The lump sum contract price for 'Batterboard Panels" shall be full compensation to perform the
3 work described under this item.
4
5 REMOVING WATER LINE
6 Description
7
8 1. Domestic Water: This work consists of removing a 2-inch waterline, City of Edmonds
9 water meter, 2-inch reduced pressure backflow preventer and all associated vaults,
10 boxes, enclosures, isolation valves and fittings.
11
12 2. Fire Water line: This work consists of removing the fire hydrant and associated 6-
13 inch branch piping between the fire hydrant and the 6-inch branch tee. This work
14 shall include the removal of the 6-inch isolation gate valve and valve box in the
15 branch piping.
16
17 Submittals
18 The Contractor shall submit detailed drawings to the Engineer for approval in accordance with
19 the Standard Specifications. These, drawings shall include but not limited to the following
20 information:
21
22 Demolition Plan of removing the 2-inch waterline, City of Edmonds water meter, 2-inch
23 reduced pressure backflow preventer and all associated vaults, boxes, enclosures,
24 isolation valves and fittings. Include the demolition of the fire hydrant branch pipe to the
25 fire hydrant. Show the points of connection of water including material type, size and
26 class piping to remain.
27
28 Construction Requirements
29 The Contractor shall be responsible for a site survey prior to removal to verify the location of
30 existing fire hydrant, water lines, valves, vaults and enclosures.
31
32 Domestic Water: The Contractor shall remove the 2-inch domestic water pipes and valves.
33 The 1 1/2-inch water line to the Terminal Building shall remain from the point of connection just
34 upstream of the existing 2-inch reduced pressure backflow preventer.
35
36 All water pipes, fittings, valves (except the 2-inch backflow preventer and 2-inch water meter),
37 and other debris resulting from this operation, as well as any unused valves, shall become the
38 property of the Contractor and shall be disposed of outside of the project limits. The
39 Contractor shall coordinate salvage of the water meter with the City of Edmonds, obtain a
40 receipt and -deliver a copy to the Engineer. The Contractor shall coordinate salvage of the 2-
41 inch backflow preventer with the Engineer. All open ended piping to remain shall be capped
42 during construction. The pipe caps shall meet the regulations of the City of Edmonds.
43
44 Cutting of Pipe: Pipe cutting shall be in accordance with the requirements of Standard
45 Specification Section 7-11.3(3).
46
47 Payment
48 The lump sum contract price for "Removing Water Line" shall be full compensation for all
49 equipment, labor, tools and materials required to complete the work as specified.
50
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WATER LINE*
2 Description
3 The work consists of installing the water lines as shown on the Plans and as detailed in these
4 Special Provisions.
5
6 The work includes but is not limited to the following work:
7
8 1. Installation of a 4-inch diameter backflow double check valve prevention assembly. The
9 Contractor shall coordinate this work with the fabrication of the backflow preventer
10 enclosure. The requirements of the enclosure are under the Special Provision *Backflow
11 Preventer Enclosure."
12
1'3 2. Installation of a water meter vault. The water meter shali� be installed by the City of
14 Edmonds. The Contractor shall be responsible to provide and install the isolation valves
15 and bypass piping to conform to City of Edmonds standard water meter vault detail.
16
17 3. Installation of a fire hydrant, associated fittings and isolation gate valve with valve box.
18 Includes the installation of the branch piping from the 6-inch water main.
20 4. Furnishing and installing all pipes, hoses, fittings, brackets, bracing, and oth I er
21 miscellaneous items as required.
22
�3 5. Installation of a 4" diameter water pipe on the transfer span.
24
25 6. All connections to existing lines. Maintenance of the existing system in service.
26
27 7. Furnishing and installing all required thrust restraints including concrete blocking and
28 metal harnesses.
29
30 8. Pressure testing of all water lines and appurtenances. Coordinate the testing with the City
31 of Edmonds.
32
33 9. Disinfection and potable water test. Coordinate the testing with the City of Edmonds.
34
35 Submittals
36 The Contractor sha ' 11 submit detailed working drawings and material submittals to the Engineer
37 for approval in accordance with the Standard Specifications. These drawings shall include, but
38 are not limited to the following information:
39
40 1. Plan layout of the 1 1/2-inch and 4-inch water line including pipe penetration details
41 through the dock.
42
43 2. Plan and section of the water meter va I ult including dimensions and details for each
44 component.
45
46 3. Plan and section of the backflow preventer installation including dimensions and details
47 for each component.
48
49 4. Drawings showing the branch waterline profile supplying the fire hydrant that crosses the
50 Causeway from South to North sides. Include the installation details of the new fire
51 hydrant.
52
53 5. Pipe hanging and support under the Timber Dock details.
54
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. I
I
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2
3
4
5
6
7
8
9
10
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12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
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40
41
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48
49
50
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53
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55
6. Pipe thrust raints including metal harnesses and concle blocking.
7. Complete material descriptions and designations.
The Contractor shall submit catalog cuts for all piping, hoses, water meter, backflow preventer,
fire hydrant, manual air vent, gate valves, pipe supports, pipe insulation and insulation blankets
as specified in this Section to the Engineer for approval.
For standard mechanical items, shop drawings shall consist of catalog cuts, manufacturer's
installation instructions and specifications as required to fully describe -and show compliance
with these Special Provisions. For nonstandard mechanical items (equipment of custom
design, or equipment consisting of assemblies of standard components, standard equipment
items with modifications or accessories) shop drawings (physical, schematic, wiring., etc.) shall
consist of the manufacturer's or fabricators' working drawings, installation and operating
instructions. Shop drawings of related or interconnected equipment shall be submitted
together. Partial or incomplete submittals will not be accepted.
Approval of shop drawings does not relieve the Contractor of providing equipment and
installations in accordance with the Plans, the Standard Specifications, and the Special
Provisions in order to provide a fully complete and workable system(s).
Materials
Buried Piping in Causeway Section - Ductile Iron Piping: Ductile Iron Piping shall conform to
the requirements of Standard Specification Paragraphs 9-30.1 and 9-30.1(1). The joints shall
be restrained in accordance to Standard Specification Paragraphs 9-30.2 and 9-30.2(6).
Exposed Piping - Grooved End Pipe:
1 Pipe: Schedule 40 galvanized steel, ASTM A53, A120 oi A795 welded or seamless or
ASTM A135 electric resistance welded, galvanized per ASTM A668, cut grooved ends
for couplings. Grooved pipe shall be fabricated prior to galvanizing.
2. Couplings: Malleable iron ASTM A47 for grooved pipe systems, Victaulic Rigid Zero -
Flex Style 07 (or flexible coupling Style 77 as shown on the Plans) or approved
equal.
3. Coupling Gaskets Grade E of EPDM material ASTIVI D2000, 230 degrees F Victaulic
or approved equal.
4. Joints: Couplings for grooved pipe ends. Flanged to flanged equipment and valves.
Cast iron pipe flanges and flanged fittings to ANSI B16.1 steel pipe flanges to ANSI
B 16.5.
5. Thread Lubricant: Teflon tape or pipe dope.
6. Coupling Bolts: Victaulic Carbon Steel Track -head Bolting: Machine bolts and hex
nuts, ASTM Al 83, or approved equal.
7. Manufacturers
A. Pipe: Bethlehem Steel Co., Republic Steel Co., U.S. Steel Co., Grinnell or
approved equal.
B. Fittings, Flanges: Victaulic or approved equal.
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133
1 C. CASing gaskets: Victaulic or approved equal.*
2
3 Pipe and coupling housings shall be hot dipped galvanized in accordance with ASTM A123.
4
5 Brass Piping (bypass line in water meter vault) - Brass piping shall be conform to ASTM B43,
6 with threaded fittings conforming to Federal Specificabon FS WW-U-516.
7
8 Flexible Hose: The flexible hose as shown on the Plans shall be made with 4-inch non-
9 collapsible petroleum transfer type hose of the Gates Red . Bay C, Power -Longhorn type or
10 approved equal. Hoses attached to the Transfer Span steel pipe shall utilize galvanized steel
11 hose nipples and three (3) 3/4-inch stainless steel bands. Hoses attached to the grooved end
12 steel pipe shall utilize a grooved end hose nipple assembly by Victaulic Style 480 with Grade E
13 EPDM gaskets or approved equal. The entire hose assembly shall be rated for 175 psi
14 operation.
15
16 Flexible Hose Label: The flexible hose shall be labeled as "Water* using premanufactured
17 labels by Seton, Model "Setmark" labels or approved equal. Colors of label shall conform to
18 ANSI A13.1.
19
20 Pipe Insulating Joints: Joints between pipe of dissimilar metals shall have a rubber-gasketed or
21 other suitable approved type of insulating joint or dielectric coupling which will effectively
22 prevent metal -to -metal contact between adjacent sections of piping.
23
24 Pipe Insulation - Exposed pipe: AJI piping whether above or below the Timber Dock shall be
25 ASTM C552 cellular glass insulation. This includes piping in the backflow preventer enclosure.
26 The insulation thickness shall be 1 1/2-inches thick for 1 1/2-inch through 6-inch pipe sizes.
27
28 Insulation Roll and Fitting Jacketing: All exposed piping whether above or below the Timber
29 Dock shall have ASTM B209 AJuminum Jacketing. This includes piping in the backflow
30 preventer enclosure. The aluminum jacketing shall be' corrugated, and minimum 0.020-inches
31 thick. The jacketing is to be manufactured from 1100, 3003, 3004, 3105, 5005, or* 5010
32 aluminum alloy. The interior of the jacketing shall have a polykraft moisture barrier
33 -continuously laminated to the full width of the material. The aluminum fitting jacket covers shall
34 be provided by the same manufacturer as the aluminum roll jacketing. The fitting covers shall
35 be manufactured from 0.024-inch thick 1100 aluminum alloy. The fining covers over the
36 grooved -end couplings shall be premanufactured. The manufacturer shall be Childers Metal
37 Jacketing System or approved equal.
38
39 Insulation and Jacketing Straps: All insulation and jacketing shall be secured with aluminum
40 factory fabricated strapping with wing seals attached. The traps shall be minimum 1/2-inch
41 wide and the wing seals shall be 0.032-inches thickness. The manufacturer shall be Childers
42 Fabstraps or approved equal.
43
44 Pipe Insulation Shields: Provide ribbed sheet metal shields between insulated horizontal pipe
45 jacket and pipe hangers. Grinnell Figure 168 or approved equal.
46
47 Insulation Blanket Jackets: Reusable 1-inch thick insulation pads and velcro blankets shall be
48 used.
49
50 Thrust Restraints: Concrete blocking or metal harness as indicated on the Plans. Metal
51 harness shall be in accordance with the recommendations for joint harnesses in AWWA M 11,
52 Chapter 13, "Supplementary Design Data and Details", except as otherwise indicated. Metal
53 harness shall be fabricated by the pipe manufacturer and furnished with the pipe.
54
EDMONDS FERRY TERMINAL
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1 Water Meter: ThOinch water meter will be provided and intled by the City of Edmonds.
2 The Contractor shall coordinate the purchase and installation of the meter with the City of
3 Edmonds. Provide two (2) spare refurbishing or rebuilding kits.
4
5 Water Meter Vault: The vault shall conform to the City of Edmonds 4-inch diameter water meter
6 requirements. The vault shall be Model 676-WA including the 676 Series top with 3 foot - 6 inch
7 (S-15") lid opening Model 57-AT-2-332P, manufactured by the Utility Vault Company. No
8 substitution shall be allowed. Coordinate the vault shop drawings with the concrete barrier
9 curb. Notify the Engineer of any conflicts prior to purchasing the vault in order to coordinate
10 correct vault covers.
11
12 Service Saddles: IPS threaded with ductile iron ASTM A536 body with 12 mil fusion applied
13 epoxy coating finish. Band and bolts: Wide MIG welded band and 5/8" NC threaded bolts of
14 18-8 stainless steel. Manufacturer: Ford Iron Service Saddle FC202 or approved equal.
15
16 Fire Hydrant: Hydrant: AWWA C502, UL 246, dry barrel type, inside dimension of 7-inches
17 minimum, with minimum 5-inches diameter valve seat opening; minimum net water area of
18 barrel not less than 190 percent of valve opening; 6-inch bell or mechanical joint inlet
19 connection with accessories, gland bolts, and gaskets. Valves shall have a protective interior
20 coating conforming to AWWA C550. Hydrant Extensions: Fabricate in multiples of 6-inches
21 with rod and coupling to increase barrel length. Hose and Streamer Connection: Coordinate
22 sizes with the City of Edmonds, two hose nozzles and one pumper nozzle. Finish: Primer and
23 two coats of enamel in color required by utility company. Manufacturers: Mueller Centurion,
24 Clow, M & H or approved equal.
25
26 Backflow Preventer (Reduced Pressure Double Check Assembly): The 4-inch diameter
27 reduced pressure backflow preventer assemblies shall consist of two independent 'Y'
28 configured check valves and one differential relief valve. The assembly shall automatically
29 reduce the pressure in the zone between the check valves. Should the differential between the
.30 zone and upstream pressure drop to 2 PSI, the differential relief valve will open, maintaining
31 proper zone differential. All internal metal parts included in the check assemblies shall be of
32 Series 300 stainless steel, and shall not contain any dissimilar metals. Elastomeric seat disc on
33 the checks and relief valve must be reversible, seat rings shall be B-61 bronze. The check
34 assembly shall be center stem guided at the seat ring and at the cover by replaceable non-
35 corrosive bushings. Relief valve spring is to be Series 300 stainless steel. Reduced pressure
36 backflow preventer assemblies shall include flange, full port resilient wedge shut-off valves and
37 four vandal resistant ball valve testcocks, considered integral to the assembly. Assemblies
38 must be factory assembled and backflow tested. The reduced pressure backflow preventer
39 shall be by Febco, Model 825YD. No substitutions shall be allowed. The Contractor shall
40 provide a 1-inch thick velcro type insulation blanket for the double check assembly. The
41 enclosure requirements are in the Special Provision Section titled "Backflow Preventer
42 Enclosure."
43
44 Backflow Preventer Air Gap Drain: The air gap drain shall be all bronze with stainless steel
45 mounting fasteners. The drain must be of such design that allows mounting by attachment of
46 the drain to the reduced pressure backflow preventer. The air gap drain shall be Febco Model
47 AGD-L. No substitutions shall be allowed.
48
49 Gate Valves: * All 2-inch and 4-inch gate valves shall meet the requirements of AWWA C500 and
50 shall be of the solid wedge, tapered seat, iron -bodied, bronze mounted type as furnished by M
51 & H Valve Company Style 2067 non -rising stem or approved equal. Include hand wheels.
52
53 Valve Boxes: Provide a valve box for each gate valve on buried piping. Valve boxes shall be of
54 . cast iron of a size suitable for the valve on which it is to be used and shall be adjustable.
EDMONDS FERRY TERMINAL
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1 Provide a round A. Cast the word "WATER" on the lid. The& dia reter of the shaft of the
2 box shall be 5 1/4 inches. Each cast-iron box shall have a heavy coat of bituminous paint.
3
4 Ball Valves: Brass body, teflon coated brass ball, rubber seats and stem seals, Tee stem pre-
5 drilled for control rod, IPS inlet end, IPS outlet, with control rod, extension box and valve key.
6
7 Hose Bibbs: Provide angle type copper alloy hose bibb with lockshield and removable
8 handwheel. Inlet shall have internal threads. Outlet shall have vacuum breaker with 0.75-inch
9 external hose threads.
10
11 Manual Air Vents: Provide air vents where shown on the Plans. Cast brass body. Safety drain
12 connection for discharging moisture entrained in the vented air. The air vent shall have built-in
13 check valve and be rated for a max. operation pressure 150 PSI. and withstand a hydrostatic
14 pressure of 450 PSI. The air vent valve shall be Hoffman No. 78 or approved equal.
15
16 Flexible Couplings (Non -Grooved End PIpe, Dresser Coupling) : Flexible -type couplings shall
17 be Dresser Style 38, Romac 501, or approved equal. The coupling rated working pressure
18 shall be not less than the service rating of the pipeline. Unless shown on the plans, flexible
19 couplings shall be used only with the approval of the Engineer, they shall not be substituted for
20 pipe joints with an integral bell and spigot.
21
22 Supports: Pipe supports in the vaults and enclosures shall be 1-1 /4-inch stainless steel
23 Unistrut channels with pipe saddles or approved equal. Brackets shall be 1-5/8" x 1 5/8" x 12-
24 inch lengths of Unistrut or approved equal. Bolts shall be made of ASTM A307 steel and
25 galvanized. All pipe support materials shall be galvanized. Expansion anchors and Unistrut
26 shall be stainless steel. The Contractor may substitute premanufactured supports by Grinnell
27 or approved equal.
28
29 Construction Requirements
30 AJI pipe, pipe insulation and jackets, valves, hose, fittings, couplings and other miscellaneous
31 items shall be installed in accordance with the manufacturers, instructions.
32
33 Grooved end piping: If pipe galvanizing is compromised or damaged during the grooving
34 process, the Contractor shall provide a field galvanizing coating over the grooves before
35 installation of the couplings. Apply coating in accordance to the coating manufacturer's
36 instructions.
37
38 The pipe shall be installed, tested, and disinfected in accordance with Section 7-11 of the
39 Standard Specifications. The entire water line on the Timber Dock shall be pressure tested in
40 accordance with Section 7-11.3(l 1). The test pressures shall not be greater than 260 PSI. Any
41 leaks or defects in the construction of the system which may develop shall be repaired and
42 tested again until the system is approved by the Engineer. The Contractor shall be responsible
43 for costs associated with repairing the leaking or defective pipes.
44
45 Fire Hydrant: The Contractor shall conform to the requirements of Standard Specification 7-14,
46 "Hydrants."
47
48 Heat Tracing: Install heat tracing on exposed domestic water line piping as indicated in the
49 Electrical Plans. Coordinate the installation of heat tracing with Special Provisions Section
50 entitled "Electrical for Power Distribution."
51
52 Pipe Insulation and Jacketing: Install per manufacturer's instructions. Size insulation to fit over
53 heat tracing as required if applicable.
54
EDMONDS FERRY TERMINAL
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94A449 136
1 Pipe Anchorage: levide concrete thrust blocks in the Cause* Section for pipe anchorage
2
except where metal harnesses or tie rods are indicated. Thrust blocks shall be in accordance
3
with the requirements of Standard Specification 7-11.3(13) for thrust restraint, except that size
4
and positioning of thrust blocks shall be as indicated on the Plans.
5
6
Backfiow Preventer Enclosure: Coordinate installation of backflow preventer with the Special
7
Provision entitled "Backflow Preventer Enclosure.*
8
9
Backflow Preventer Drain: Install the 2-inch drain pipe with minimum 1/4 inch per foot slope
10
and field route to outfall over the side of the Timber Dock as shown on the Plans. Coordinate
11
the routing through the backflow preventer enclosure.
12
13
Pipe Caps: The Contractor shall provide temporary pipe caps for the exposed ends of the
14
water lines. The pipe caps shall be able to withstand surrounding construction operations.
15
The Contractor shall be responsible at no expense to the State for cleaning and flushing the
16
piping should the pipe caps fail.
17
18
During all work on the water line connection, disruption of water service.to the fire hydrant shall
19
be kept to a minimum and shall be coordinated with the Engineer.
20
21
Payment
22
The lump sum contract price for 'Water Line" shall be full compensation for all labor, materials
23
including pipe hangers and supports, tools, and equipment necessary to perform the work as
24
specified in accordance with the Plans, the Standard Specifications, and these. Special
25
Provisions. The costs for heat tracing shall be paid under the Special Provisions Section
26
entitled "Electrical for Power Distribution.'
27
28
BACKFLOW PREVENTER ENCLOSURE
29 Description
30 The work consists of constructing an enclosure to protect the 4-inch backflow preventer from
31 the weather. The Contractor shall construct an enclosure in accordance with the Plans and
32 these Special Provisions.
W
34 Submittals
35 The Contractor shall submit detailed shop drawings to the Engineer for approval in accordance
36 with the Standard Specifications. These drawings shall include, but are not limited to the
37 following information:
38
39 The enclosure plan and elevation showing details and dimensions. Include roof hatch
40 opening details and indicate the door and hatch sizes.
41
42 The Contractor shall submit catalog cuts for paint and hardware as specified in this Section to
43 the Engineer for approval. Coordinate the color of the enclosure with the Engineer.
44
45 Materials
46 Framing Lumber such as studs, plates, caps, collar beams, cant strips, bucks, sleepers, nailing
47 strips, and nailers and board lumber such as subflooring and wall and roof sheathing shall be
48 one of the species listed in the table below. Minimum grade of species shall be as listed.
49
50 Table of Grades for Framing and Board Lumber:
51
52 Grading Rules Species Framing Board Lumber
53 f
54 WWPA WLGR Aspen All Species: AJI Species:
EDMONDS FERRY TERMINAL
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94A449 137
2 1 standard gra ing Douglas Fir -Larch Standard LigONo. 3 Common
2 rules Douglas Mr-S6uth Framing or No.
3
4 WCLIB 17 Douglas Fir -Larch All Species: All Species:
5 standard grading Hem -Fir Standard*Ught Standard rules
6 Mountain Hemlock Framing or No.
7 Sitka Spruce 3 Structural
8 Western Cedars Light Framing
9 Western Hemlock (Stud Grade for
10 2 x 4 size, 10
11 feet and shorter)
12
13 Plywood: 5/8 T-1 -11 Cedar Plywood Siding with grooves at 8 inches o.c..
14
15 Roof Sheathing:
16
17 1. Exterior Plywood: C-D Grade, Exposure 1, with an Identification Index of not less
18 than 24/0.
19
20 Rough Hardware: Unless otherwise indicated or specified, rough hardware shall be of the type
21 and size necessary for the project requirements. Sizes, types, and spacing of fastenings of
22 manufactured building materials shall be as recommended by the product manufacturer unless
23 otherwise indicated or specified. Roughhardware exposed to the weather or embedded in or
24 in contact with preservative treated wood, exterior masonry, or concrete walls or slabs I shall be
25 zinc -coated.
26
27 Bolts, Nuts, Studs, and Rivets: ANSI B18.2.1, ANSI 13118.5.2.1M, ANSUASME B18.5.2.2M,
28 ASME/ANSI B18.2.2, and ASTM A 687.
29
30 Expansion Shields: FS FF-S-325. Except as shown otherwise, maximum size of device's in
31 Groups IV, V, VI, and VII shall be 3/8 inch.
32
33 Lag Screws and Lag Bolts: ANSI B18.2.1.
34
35 Wood Screws: ANSI B18.6.1.
36
�37 Wire Nails: FS FF-N-105.
38
39 Tacks: FS FF-T-1813.
40
41 Metal Framing Anchors: Construct anchors to the configuration shown using hot dip zinc-
42 coated steel conforming to ASTM A 525, coating designation G90. Steel shall be not lighter
43 than 18 gage. Special nails supplied by the manufacturer shall be used for all nailing.
44
45 Construction Requirements
46 Conform to AFPA WCD1 unless otherwise indicated or specified. Fit framing lumber and other
47 rough carpentry, set accurately to the required lines and levels, and secure in place in a rigid
48 manner. Do not splice framing members between bearing points. Set joists, rafters, and
49 purlins with their crown edge up. Frame members for the passage of pipes or'conduits. Do
50 not cut or bore structural members for the passage of pipes without approval. Reinforce all
51 members damaged by such cutting or boring by means of specially formed and approved
52 sheet metal or bar steel shapes, or remove and provide new, as approved. Provide as
53 necessary for the proper completion of the work all framing members not indicated or
54 specified. Spiking and nailing not indicated or specified otherwise shall be in accordance with
55 the Nailing Schedule contained in ICBO UBC; perform bolting in an approved manner. Spikes,
EDMONDS FERRY TERMINAL
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94A449 138
2
WAITING AREA WALL REPAIRS
3
Description
4
This item of work involves installing the now waiting area wall as shown on the Plans.
5
6
Materials
7
See Special Provision titled "Backflow Preventer Enclosure%
8
9
Construction Requirements
10
At the Contractor's option he may reuse the existing Lexan or purchase new Lexan. If the
11
Contractor elects to reuse the existing Lexan, he is responsible for the framing details which
12
would allow him to reuse the Lexan. If the Contractor elects to use new Lexan, the purchase
13
price shall be included'in the lump sum price for this work. For additional requirements see
14
Special Provision titled 'Backflow Preventer Enclosure".
15
16
Glazing
17
Description
18
This section includes glass and glazing for sections referencing this section for products
19
and installation.
20
21
Performance
22
Perform work in accordance with FGMA Glazing Manual, SIGMA for glazing installation
23
methods. ' Maintain one copy of each document on site. Do not install glazing when
24
ambient termperature is less than 50 degrees F. Maintain minimum ambient temperature
25
before, during and 24 hours after installation of glazing compounds.
26
27
Field Measurements
28
Verify that. field measurements are as indicated on shop drawings.
29
30
Polycarbonate Glazed window: Clear extruded polycarbonate glazing sh eet, silicone
31
hardcoated on both sides; 1/4" thick, LEXAN by GE, Tuffak, Hyzod, or approved.
32
33
Glazing Accesscories
34
Setting Blocks
35
Silicone, 80-90 Shore A durometer hardness, length of 0.1 inch for each square foot
36
of glazing or minimum 4 inch x width of glazing rabbet space minus 1/16 inch x
37
height to suit glazing method and pane weight and area.
38
39
Spacer shims
40
Silicone, 50-60 Shore A durometer hardness, minimum 3 inch long x one half the
41
height of the glazing stop x thickness to suit application, self adhesive on one face.
42
43
Glazing Tape
Closed cell polyvinyl chloride foam, coiled on release paper over adhesive on two
45
sides, maximum water absorption by volume of 2 percent, designed for compression
46
of 25 percent to effect an air and vapor seal.
47
48
Construction Requirements
49
Examination
so
Verify prepared openings. Verify that openings for glazing are correctly sized and
51
within tolerance. Verify that surfaces of glazing channels or recesses are clean, free
52
of obstructions, and ready to receive glazing.
53
54
Preparation
EDMONDS FERRY TERMINAL
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94A449 141
Clean coct surfaces and wipe dry. Seal porous g g channels or recesses with
2
substrate compatible primer or sealer. Prime surface heduled to receive sealant.
3
4 Exterior - Wet/Dry Method (Preformed Tape and Sealant)
5 Cut glazing tape to length and set against permanent stops, 3/16 inch below sight
.6 line. Seal corners by butting tape and dabbing with butyl sealant. Apply heal bead
7 of butyl sealant along intersection of permanent stop with frame ensuring full
8 perimeter seal between glass and frame to complete the continuity of the air and
9 vapor seal. Place setting blocks at 1/4 points with edge block no more than 6 inches
10 from corners. Rest glazing on setting blocks and push against tape and heel bead of
11 sealant with sufficient pressure to attain full contact at perimeter of pane or glass
12 unit. Install removable stops, with spacer strips inserted between glazing and
13 applied stops, 114 inch below sight line. Place glazing tape on glazing pane or unit
14 with tape flush with 1/4 inch below sight line. Fill gap between glazing and stop with
is silicone type sealant to depth equal to bite of frame on glazing, but not more than
16 3/8 inch below sight line. Apply cap bead of type sealant along void between the
17 stop and the glazing, to uniform line, flush with sight line. Tool or wipe sealant
18 surface smooth.
19
20 Quality Control
21 Field inspection will monitor quality of glazing.
22
23 Cleaning
24 Clean work. Remove glazing materials from finish surfaces. Remove labe . Is after
25 work is complete. Clean glass.
26
27 Payment
28 All costs associated with this item of work shall be incidental to and included in the lump sum
29 contract price for "Backflow Preventer Enclosure". Payment for removal and shoring shall be
30 included in "Removal of Structures".
31
32 CATCH BASINS
33 Description
34 The Contractor shall furnish and install the catch basins as shown in the Plans. The catch
35 basins shall conform to the Type I or 11 requirements as shown on the Plans, these Special
36 Provisions andStandard Specification Section 7-05, "Manholes, Inlets, and Catch Basins."
37
38 Submittals
39 The Contractor shall submit manufacturer's data indicating conformance with the Standard
40 Plans to the Engineer for approval in accordance with the Standard Specifications. This
41 information shall include but not limited to the following:
42
43 1. Plan and section of the catch basins including dimensions and details for each
44 component. The drawings shall include pipe invert elevations and grating details for State
45 inspected frame and grates.
46
47 2. Complete material descriptions and designations.
48
49 Materials
50 Catch Basins shall conformto the Standard Plans for Type I or Type 11 Catch Basin. The grate
51 and drop inlets shall conform to the Plans and in accordance to Standard Plans B-4b & c & f.
52 The covers for the Type 11 catch basin shall be a solid cover.
53
EDMONDS FERRY TERMINAL
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94A449 142
1 Payment 0 0
2 The unit contract price per each for "Catch Basins", shall be full compensation for all labor,
3 materials, equipment and tools to furnish and install the catch basins, including supplying the
4 components, fabricating the assembly and installing and adjusting the assembly. Any damage
5 incurred during installation of the catch basin shall be repaired or replaced at no additional cost
6 to the State.
7
8 STORMWATER SEPARATOR
9 . Description
10 This work shall consist of furnishing and installing a premanufactured stormwater separator
11 with an oil absorbent boom in accordance with the Plans and these Special Provisions.
12
13 Submittals
14 The Contractor shall submit detailed shop drawings to the Engineer for approval in accordance
15 with the Standard Specifications. These drawings shall include but not limited to the following
16 information:
17
18 1. Plan and section of the stormwater separator including dimensions and details for
19 each component. The drawings shall include pipe invert elevations and mounting
20 details for the oil absorbent boom.
21
22 2. Complete material descriptions and designations.
23
24 3. Operations and Maintenance data for the oil absorbent boom.
25
26 Materials
27 Stormwater Separator: The stormwater separator shall have a prefabricated incline corrugated
28 metal plate coalescing plate module, 6-inch inlet and outlet pipes with flow baffles. The
29 separator shall be rated for 50 GPM minimum capacity flow at 0.025 GPM/SF of coalescing
30 plate area. , The vault shall be precast concrete. The stormwater separator shall -be Pipe Inc.
31 Model 466-SA with 6-inch inlet and outlet piping. The oil absorbent boom shall be installed by
32 the stormwater separator manufacturer. The Contractor shall coordinate the installation of the
33 oil booms with the stormwater separator supplier.
34
35 Oil Absorbent Boom: The oil absorbent booms shall prevent the leaching and draining of
36 absorbed liquids and be able to float even when fully saturated. The manufacturer's data. shall
37 indicate that the absorbent material shall be 100% organic and be able to meet or exceed the
38 following requirements: TCLP - Toxicity Characteristic Leaching Procedure, Paint Filter Test
39 and Liquid Release Test. The booms shall be firmly attached to the separator with eyebolts
40 and a quick release mechanism or similar in order for easy replacement and inspection from
41 grade level. Provide ten (10) extra sets of booms for spares. The manufacturer shall be
42 Absorbent W 4-inch diameter booms supplied by Aqua Net of Seattle or approved equal.
43
44 Construction Requirements
45 The Contractor shall coordinate the installation of the oil booms with the stormwater separator
46 supplier. The oil booms shall be installed in acc6rdance with manufacturer's
47 recommendations. The Contractor shall provide training to WSDOT Maintenance personnel on
48 replacement of the oil absorbent boom.
49
5o Payment
51 The unit contract price per each for "Stormwater Separator" shall be full compensation for all
52 labor, materials, tools, and equipment necessary to perform the work as specified in
53 accordance with the Plans and these Special Provisions. The unit contract price for each shall
54 include the oil absorbent booms with 10 sets of spares as specified herein this Section.
EDMONDS FERRY TERM INAL
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94A449 143
2 TRENCH DRAINS
3 Description
4 The term "Trench Drains" as specified herein this Section shall refer to the Storm Sewer Inlet
5 System as shown on the Plans. The Contractor shall furnish and install trench drains as shown
6 in the Plans. The limits of *Trench Drains" stop at the catch basins as shown on the Plans.
7
8 Submittals
9 Before fabrication of any trench drains, the Contractor shall submit detailed shop drawings to
10 the Engineer for approval in accordance with the Standard Specifications. These drawings
11 shall include but not limited to the following information:
12
13 1. Plan and section of a typical trench drain assembly including dimensions and details for
14 each component. Include the grating mounting details.
15
16 2. Complete material descriptions and designations.
17
18 3. Pipe hangers, connections, and support details.
19
2o Materials
21 Trench Drain assembly shall be constructed of ASTM A36 steel plate, thicknesses as shown in
22 the Plans. The tube steel shall be ASTM A500 Grade B 46 ksi steel. The lag bolts shall be
23 galvanized.
24
25 Buried Trench Drain Piping - Ductile Iron Pipe: The storm sewer. piping . and fittings shall
26 conform to the. requirements of Standard Specification Paragraphs 9.05.13.
27
28 Exposed Trench Drain Piping - Grooved End Pipe:
29
30 1. Pipe: Extra strong galvanized steel, ASTM A53, A120 or A795 welded or seamless or
31 ASTM A135 electric resistance welded, galvanized per ASTM A668, cut grooved ends
32 for couplings. Grooved pipe shall. be fabricated prior to galvanizing.
33
34 2. Couplings: Ductile iron ASTM A536 for grooved pipe systems, Victaulic Rigid Zero-
35 Flex Style 07 (or flexible coupling Style 77 as shown on the Plans) or approved
36 equal.
37
38 3. Coupling Gaskets Grade E of EPDM material ASTM D2000, 230 degrees F Victaulic
39 or approved equal.
40
41 4. Joints: Couplings for grooved pipe ends. Flanged to flanged equipment and valves.
42 Cast iron pipe flanges and flanged fittings to ANSI B16.1 steel pipe flanges to ANSI
43 B 16.5.
44
45 5. Thread Lubricant: Teflon tape or pipe dope.
46
47 6. Coupling Bolts: Victaulic Carbon Steel Track -head Bolting: Machine bolts and hex
48 nuts, ASTM A183, or approved equal.
49
50 7. Manufacturers
51
52 A. Pipe: Bethlehem Steel Co., Republic Steel Co., U.S. Steel Co., Grinnell or
53 approved equal.
54
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 144
B. Fift, Flanges: Victaulic or approved equal.
2
3 C. Coupling gaskets: Victaulic or approved equal.
4
5 All structural steel, pipe grating amd coupler housings shall be shall be hot dipped galvanized
6 in accordance with ASTM A123.
7
8 Trench Drain Grating: The grating shall have 1/4-inch slot openings. Neenah Foundry
9 Company Model R-4990-AP Type P grating or approved equal. The standard trench grating
10 frame is not required. The standard framing bolts are required for the assembly as shown in
11 the Plans.
12
13 Construction Requirements
14 Trench Drains shall be constructed as shown in the Plans. Each trench drain assembly shall be
15 hot dipped galvanized in accordance with ASTM A 153
16
17 Payment
18 The lump sum contract pride for "Trench Drains," shall be full compensation for all labor,
19 materials, equipment and tools to furnish and install the trench drains, including the 8-inch
20 trench drain piping, supplying the components, fabricating the assembly, penetrating and
21 sealing the deck, pipe hangers and supports, and installing and adjusting the assembly. Any
2-2 damage incurred during installation of the trench drain shall be repaired or replaced at no cost
23 to the State.
24
25 MOLDED TRENCH DRAINS
.26 Description
27 Install new trench drain segments on causeway to replace existing trench drains in areas of
28 excavation. Interlock new trench drains with existing trench drains and encase in Class 4000
29 concrete.
30
31 Submittals
32 Submit product data for trench drain materials in accordance With the Standard Specifications.
33
34 Materials
35 Trench drain channels shall be made o*f precast polymer concrete with a top width of 6.1
36 inches and radiused bottoms. All channels shall interlock with tongue and groove connections
37 with adjoining channels. Each channel shall have four horizontal anchoring ribs to
38 mechanically lock the channel into the floor slab or pavement.
39
40 The starting end shall have a close end plate. The outfall end shall have a 6 inch horizontal
41 outlet end plate. Channels shall have a built in bottom slope of 0.6%, and shall be supplied to
42 match the existing, adjoining section.
43
44 Channel grates shall be Poly Drain #502 made of cast iron or approved equal. Grates shall be
45 securely locked down with built-in channel lock blocks. Locking mechanism shall be designed
46 so as to provide an obstruction -free trench for maintenance and cleaning as well as to prevent
47 concrete from entering channels during installation.
48
49 Poly Drain is manufactured by ABT, Inc., Troutman, N.C., (800) 438-6057.
50
51 Material requirements for concrete Class 4000 for trench drain system shall conform to' Section
52 6-02.3(l)
53
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1 Construction Requirements
2 Trench drains shall be installed in strict accordance with these Special Provisions and the
3 manufacturees installation notes. A minimum of 4 inches of concrete shall be placed beneath
4 and around each channel. The installation method shall conform to manufacturees instruction
5 using the Polyseat installation chair method or approved equal. Bedding concrete shall
6 conform to the Class 4000, air entrained concrete.
7
8 Measurement
9 No measurement will be made for trench drains.
10
11 Payment
12 The work for supplying and installing "Molded Trench Drains", including furnishing and placing
13 Class 40bo concrete, shall be incidental to the work and shall be included in the unit contract
14 price for "Structure Excavation Class B, Including Haul".
15
16 SANITARY AND STORM SEWER PIPING
17 Description
18 The work consists of installing the storm and sanitary sewer piping, cleanouts and tideflex
19 valves as shown on the Plans and as detailed in these Special Provisions.
20
21 The work includes the following:
22
23 1 . Removal and replacement of the PVC and cast iron sanitary sewer -piping sections
24 during Timber dock rehabilitation and sheetpile installation.
25
26 2. Now storm sewer piping in the Causeway Section associated with proposed catch
27 basins and oil/water separator.
28
29 3. New Transfer Span sewer piping.
30
31 4. The storm sewer piping associates with the storm sewer inlet system shall be under
32 the Special Provision Section entitled "Trench Drains". The limits of this sewer piping
33 shall be from the west end of the Timber Dock as shown on the Plans and terminate
34 at the catch basins.
35
36 Submittals
37 The Contractor shall submit product data and details to the Engineer for approval in
38 accordance with the Standard Specifications. These drawings shall include but not limited to
39 the following information:
40
41 1 . Pipe hanging and support details under the Timber Dock.
42
43 2. Details for cleanouts at roadway level.
44
45 3. Complete material descriptions and designations.
46
47 The Contractor shall submit catalog cuts for all piping, couplings, tideflex valves, fittings, hoses,
48 insulation, insulation jackets, cleanouts and pipe caps specified in this Section to the Engineer
49 for approval.
50
51 Materials
52 Buried Sanitary and Storm Sewer Piping - Ductile Iron Pipe: The storm sewer piping and
53 fittings shall conform to the requirements of Standard Specification Paragraphs 9.05.13.
54
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0
1 Exposed Sanitar#d Storm Sewer Piping - Grooved End Pipe:
2
3 1 Pipe: Schedule 40 galvanized steel, ASTM A53, A120 or A795 welded or seamless or
4 ASTM Al 35 electric resistance welded, galvanized per ASTM A668, cut grooved ends
5 for couplings. Grooved pipe shall be fabricated prior to galvanizing.
6
7 2. Couplings: Malleable iron ASTM A47 for grooved pipe systems, Victaulic Rigid Zero-
8 Flex Style 07 (or flexible coupling Style 77 as shown on the Plans) or approved
9 equal.
10
11 3. Coupling Gaskets Grade E of EPDM material ASTM D2000, 230 degrees F Victaulic
12 or approved equal.
13
14 4. Joints: Couplings for grooved pipe ends. Ranged to flanged equipment and valves.
15 Cast iron pipe flanges and flanged fittings to ANSI B16.1 steel pipe flanges to ANSI
16 B 16.5.
17
18 5. Thread Lubricant: Teflon tape or pipe dope.
19
20 6. Coupling Bolts: Victaulic Carbon Steel Track -head Bolting: Machine bolts and hex
21 nuts, ASTM A183, or approved equal.
22
23 7. Manufacturers
24
25 A. Pipe: Bethlehem Steel Co., Republic Steel Co., U.S. Steel Co., Grinnell or
26 approved equal.
27
28 B. Fittings, Flanges: Victaulic or approved equal.
29
30 C. Coupling gaskets: Victaulic or approved equal.
31
32 Pipe and coupling housing shall be hot dipped galvanized in accordance with ASTM A123.
33
34 Replacememt of Cast Iron Piping: The cast iron sewer piping as shown on the Plans to be
35 "removed and replaced" shall be replaced with ductile iron pipe unless noted otherwise. The
36 ductile iron pipe diameter shall match the size of the removed cast iron pipe. The ductile iron
37 pipe and fittings shall conform to the requirements of the Standard Specifications Section
38 9.05.13. The contractor shall provide all fittings and adapters.as required to complete the
M piping replacement.
40
41 Polyvinyl Chloride (PVC) Plastic Piping: PVC Piping shall be Schedule 80 conforming to the
42 requirements of ASTM D 3034 and the, requirements of Standard Specification Paragraphs 9-
43 05.12. Fittings for PVC pipe shall be the same as specified for ductile iron pipe.
44
45 Cleanouts: Cleanout assembly shall be able to withstand AASHTO HS20 loading. Cleanout
46 shall be cast iron cleanout with round adjustable galvanized cast iron top with non -tilt tractor
47 cover.
48
49 Flexible Hose: The flexible hose as shown on the Plans shall be made with 4-inch non-
50 collapsible petroleum transfer type hose of the Gates Red Bay C, Power -Longhorn type or
51 approved equal. Hoses attached to the Transfer Span steel pipe shall utilize galvanized steel
52 hose nipples and three (3) 3/4-inch stainless steel bands. Hoses attached to the grooved end
53 steel pipe shall utilize a grooved end hose nipple assembly by Victaulic Style 480 with Grade E
54 EPDM gaskets or approved equal. The entire hose assembly shall be rated for 175 psi
55 operation.
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1 1181 0
2 Flexible Hose Label: The flexible hose shall be labeled as "Water" using premanufactured
3 labels by Seton, Model "Setmark" labels or approved equal. Colors of label shall conform to
4 ANSI A13.1.
5
6 Pipe Insulation: All exposed sewer piping, whether above or below the Timber Dock shall be
7 insulated with cellular foam insulation and aluminum jacketing and straps conforming to the
8 requirements of Special Provision Section "Water Line! The 8-inch piping associated with the
9 trench drains shall not be insulated.
10
11 Pipe Insulation Shields: Provide ribbed sheet metal shields between insulated horizontal pipe
12 jacket and pipe hangers. Grinnell Figure 168 or approved equal.
13
14 Tideflex Valves: The tideflex valve shall be a neoprene slip-on TF-2 check valve as
15 manufactured by Red Valve Inc. or approved equal. Refer to the Plans for tideflex valve
16 performance specifications and sizes. A certification that the valve meets the above
17 specification shall be provided by the supplier at the time of delivery, prior to installation.
18 Attachment straps shall be stainless steel and be supplied by the valve supplier. Field splicing
19 or welds are not allowed. The strap shall be installed by alternating equal turns on each end of
20 the straps so as to uniformly tighten the connection to a snug fit.
21
22 Construction Requirements
23 All pipe, fittings, tideflex valves, pipe insulation and fittings, cleanouts, and other miscellaneous
24 items shall be installed in accordance with the manufacturer's instructions. Seal joints
25 watertight. Lay pipe to slope gradients noted on the Plans; with maximum variation from true
26 slope of 1/8-inch in 10 feet. Coordinate with trench drain installation.
27
28 Cutting of Pipe: Pipe cutting shall be in accordance with the requirements of Standard
29 Specification Section 7-11.3(3).
30
31 Pipe Caps: The Contractor shall provide temporary pipe caps for the exposed ends of the 4-
32 inch and 6-inch sewer lines. The pipe caps shall be able to withstand surrounding construction
33 operations. The Contractor shall be responsible at no expense to the State for cleaning and
34 flushing the piping should the pipe caps fail.
35
36 Cleaning and Testing: Cleaning and testing of storm piping shall conform to the Standard
37 Specification Section 7-04.3(4).
38
39 Heat Tracing: Install heat tracing on exposed sanitary sewer line piping as indicated in the
40 Electrical Plans. ' Coordinate the installation of heat tracing with Special Provisions Section
41 entitled "Electrical for Power Distribution."
42
43 Welding: All welding shall be in accordance with AWS D1.1. All complete penetration welds
44 shall be non-destructive tested.
45
46 Measurement
47 The 8-inch storm sewer piping associated with the trench drains shall be included under
48 "Trench Drains." The limits of "Trench Drains" stop at the catch basins as shown on the Plans.
49
50 Payment
51 The lump sum contract price for."Sanitary and Storm Sewer Piping" shall be full compensation
52 for all labor, materials including pipe hangers and supports, tools, and equipment necessary to
53 perform the work as specified in accordance with the Plans, the Standard Specifications, and
54 these Special Provisions. The costs for heat tracing shall be paid under the Special Provisions
55 Section entitled "Electrical for Power Distribution."
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2 PIPE HANGERS AND SUPPORTS
3 Description
4 This Section includes pipe hangers and supports required for the utility piping above and under
5 the Timber Dock. The work consists of the design of pipe hangers and supports in accordance
6 with the latest version of the Uniform Building Code (UBC). Submit engineering drawings and
7 calculations stamped by a Professional Structural Engineer registered in the State of
8 Washington.
9
lo Materials
11 Pipe Hangers, Supports and Anchors: All pipe hangers, hanger rods, supports, and anchors
12 shall be carbon steel with galvanized finish to prevent corrosion unless indicated otherwise.
13
14 Pipe Clovis Hangers: Clovis hangers shall be by Grinnell or approved equal.
15
16 Hanger Rods: Machine threaded rods, threaded both ends, with load carrying capacity in
17 compliance with ANSI B31.9 as manufactured by Grinnell or approved equal.
18
19 Trapeze Hangers: Trapeze hangers shall be constructed of steel channels (with major
20 dimension vertical) with welded spacers and hanger rods. Steel channels installed per
21 manufacturer's recommendation, with spacers, nuts, bolts and hanger rods. Unistrut or
22 approved equal.
23
24 All structural steel hangers shall be hot dipped galvanized in accordance with ASTM A123.
25 Hardware shall be galvanized in accordance with ASTM A153..
26
27 Construction Requirements
28 General: Install hangers, supports, clamps and anchors to support piping and equipment
29 properly from the Timber Dock structure. Install additional supports for pipe sections with
30 additional concentrated loads. Provide and install hanger assembly that will facilitate tightening
31 adjustment of hanger rod to ensure the pipe hanger is in tension. All pipe riser weight shall be
32 supported separately or independently from its horizontal main runs. For piping that changes
33 directions (vertical or horizontal), install the pipe hanger or support within 12-inches of the joint
34 elbow unless otherwise indicated on the Plans. Coordinate pipe insulation with shield
35 installation.
36
37 Timber Dock Structure Attachments: All pipe supports under the Timber Dock shall be
38 securely fastened to the Timber Dock structure stringers. The means of fastening may include
39 clamps and bolts, however in no case, shall the support attachments utilize wood screws. All
40 bolting to the Timber Dock shall be through bolted. Provide drawings that show type, size, and
41 location of all connections to existing timber dock to the Engineer for approval. Provide
42 additional supports, washers, and steel plates as required for adequate attachment and
43 reinforcement.
44
45 Pipe Hanger or Support Spacing:
46 HANGER ROD
47 PIPE SIZE MAX. HANGER SPACING DIAMETER
48 (inches) (Feet) (Inches)
49
50 1/2 to 1-1 /4 6.5 3/8
51
52 1-1 /2 to 2 10 3/8
53
54 2-1/2 to 3 10 1/2
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149
2 4 to 6 10 5/8
3
4 8 to 12 14 7/8
5
6 PVC (AJI Sizes) 6 3/8
7
8 Payment
9 All costs in connection with furnishing and installing the pipe hangers as specified shall be
10 included in the contract prices for the bid items "Water Line", "Sanitary and Storm Sewer
11 Piping" and "Trench Drains.*
12
13 SHEET PILE WALL
14 Description
15 This work consists of furnishing steel sheet piling and installing it in front of the existing sheet
16 piling on the South face and a portion of the West face of the existing causeway as shown on
17 the drawings.
18
19 Submittals
20 Submittals shall include product data, manufacturers standard details, and mill certifications
21 demonstrating that all materials conform to the Standard Specifcations, and workings drawings
22 submitted in accordance with the Standard Specifications.
23
24 Materials
25 Sheet piling shall be fabricated from steel conforming to ASTM A690 and shall meet the
26 following:
27
28 Minimum section modulus - 30 cu. in. per foot of wall.
29
30 Minimum thickness - 3/8".
31
32 Section shall be manufactured shapes with rolled interlocking edges specifically for sheet
33 pile applications.
34
35 Supply section equivalent to US steel, PZ27, complete with straight wall sections and
36 corner pieces; section must interlock with existing sections, CZ128 by Casteel/USA.
37
38 The manufacturer of sheet piling shall be as provided by the Contractor, subject to approval by
39 t the Engineer.
40
41 Steel Sheet piling shall be coated on both sides before driving as described under the Special
42 Provision entitled, "Painting Steel Pipe Piles and Steel Sheet Piling".
43
44 Construction Requirements
45 Sheet piling shall be driven full length, no splicing permitted. Sheet piling shall be new and
46 unused in any way.
47
48 Cutting and welding steel sheet piling shall conform to the requirements of Section 6-03 of the
49 Standard Specifications.
50
51 The size of openings which have to be cut in the sheet piling to allow drain pipe and tie rod
52 penetrations shall be kept to a minimum and shall not exceed more than one inch around the
53 outside of the drain pipe. The cuts shall be ground reasonably smooth and shall be coated as
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1 grouting. Submit shall include product data, manufacturers standard details, engineering
2 calculations stamped by a structural Engineer registered in the State of Washington, and mill
3 certifications with both chemical and mechanical properties demonstrating that all materials
4 conform to the specifications herein. Submit certified independent testing lab test results for
5 hydrogen embrittlement for each heat lot of prestressing bars in accordance with ASTM A143.
6
7 Materials
8 Steel bars for post -tensioning tie -backs, shall have an ultimate stress of 150 ksi and shall
9 conform to ASTM A722 "Uncoated High -Strength Steel Bar For Prestressing Concrete."
10 Hardware including anchor plates, anchor nuts, lock nuts, couplers, and other related
11 hardware shall be compatible with the prestressing bars and supplied by the same
12 manufacturer. Double -corrosion protection system at the bar anchors including cover caps,
13 plastic nuts, gaskets, mastic corrosion inhibitor, etc. shall be per the manufacturer's
14 specifications and shall include sheathing double wrap PVC tube and grout shield. Splices in
15 the prestressing bars may be made at locations to be determined by, the Contractor, but only
16 upon approval by the Engineer. Splices shall be accomplished utilizing full tension mechanical
17 threaded couplers that develop 125 percent of the bar's yield strength by certified test. All bars,
18 plates, and hardware shall be epoxy coated in accordance with Standard Specification Section
19 9-07.3. Grout shall meet the minimum requirements specified in Special Provision entitled
20 "Grout," And shall be of the fluid consistency necessary to pump into the annular space of the
21 grout tube. Contractor shall modify grout proportions to meet such fluidity and placement
22 requirements at no cost to the State.
23
24 Construction Requirements
25 Do not post tension the bars until concrete and gravel borrow backfill are completed. Post
26 tensioning shall be completed with equipment meeting the requirements for hydraulic jacks in
27 Section 6-02.3(26)E. Post tension anchors in increments to ensure uniform tension in bars.
28 Tension anchors in three increments and check final tension as follows:
29
30 1 . Tension bars to snug tight condition before placing backfill.
31
32 2. Backfill and compact up to final rough grade.
33
34 3. At each stage of tensioning work per the following procedure. Start tensioning at the
35 center bar of the group and work alternately to bars on either side of the center bar.
36 Continue working out from the center bar alternately tensioning the bars on either side of
37 the center bar until all bars have been tensioned.
38
39 4. Tension each bar to 50 percent of the load noted on the plans.
40
41 5. Return to the first bar and tension all bars to 75 percent of the load noted on the plans.
42
43 6. Return to the bar located in the center of the group and alternately tension bars on either
44 side of the center bar to 110 percent of the load noted on the plans.
45
46 7. Return to the center bar and check that all bars are tensioned to a minimum of 95 percent
47 and a maximum of 110 percent of the value noted on the plans. Retension bars which fail
48 to fall within such limits. Continue checking all bars in the same pattern until all bars fall
49 within the range noted. Upon completion of post tensioning, paint all surfaces of post
50 tensioning hardware with "Hard Wax", an anti corrosion coating, or Engineer approved
51 equal; encase the head of the pile and post tensioning bar in concrete, and install grout in
52 the grout tube.
53
54 Welding
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1 Welding shall conf* to AWS D1.1 for static structures. Cone 100% U.T. weld inspection
2 for all Complete Joint Penetration welds. Magnetic Particle test 100% of all others.
3
4 Epoxy Coating Repair
5 Epoxy coating repair shall be made in accordance with Section 9-07.3.
6
7 Measurement
8 Measurement of Post Tensioning Bar Epoxy Coated shall be for each unit installed and post
9 tensioning completed. No measurement shall be made for grout or concrete encasement of
10 the post -tensioning bar to pile connection which shall be considered incidental to the work.
12 Payment
13 The unit contract price per each for "Post Tensioning Bar Epoxy Coated" shall be full
14 compensation for all labor, materials, tools, and equipment necessary to furnish and install
15 "Post Tensioning Bar Epoxy Coated" as specified and noted on the Plans.
16
17 DRAIN PIPE EXTENSIONS
18 Description
19 This work consists of extending the existing drain pipes to allow drainage through the new
20 sheet pile wall and concrete fill.
21
22 Material
23 The pipe material shall be as shown on the drawings or of a similar suitable material subject to
24 approval by the Engineer.
25
26 Construction Requirements
27 Drain pipe extensions shall be installed as shown on the drawings. It shall be the Contractor's
28 responsibility to provide temporary supports as required and to prevent leakage of wet
29 concrete through the sheet pile wall or into the drain pipes.
30
31 Payment
32 All costs incurred for supplying and installing the drain pipe extensions shall be incidental to
33 the work, and shall be included in the unit price for "Sheet Pile Wall".
34
35 CONCRETE FLOATS AND MOORING DEVICES
36 Description
37 The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all
38 design, labor, supervision, fabrication, assembly, and installation of two (2) mooring concrete
39 floats shown on the plans. One mooring float shall be located at the Edmonds Marina and the
40 other at the Kingston Marina.
41
42 All work related to "Concrete Floats and Mooring Devices" shall be completed 5 days prior to
43 the scheduled closure of the Edmonds Ferry Terminal. The closure will not start until all
44 construction at the passenger only facilities at Kingston and Edmonds is completed. No
45 extension of the completion time of the closure of the Edmonds Ferry Terminal will be granted
46 for failure to complete construction of the passenger only ferry facilities.
47
48 The float manufacturer shall have a minimum of five (5) years experience in the design and
49 manufacturing of concrete floats. Submit float manufacturer's experience and qualifications for
50 approval.
51
52 Submittals
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Of shop drawings, the Contractor shall submit for review by the State
1 Prior to approva
2 engineering calculations and drawings stamped by a Structural Engineer registered in the State
3 of Washington for the design of the mooring floats that satisfies the design criteria, materials,
4 and construction requirements given below.
5
6 In addition to mooring float design, the Contractor's -design submittal shall include the
7 connection and reinforcement of the mooring floats to the pile support frames, hinged
8 connections, fenders, cleats, and handrails.
10 Prior to fabrication, the Contractor shall submit for approval by the State shop drawings of the
11 float layouts at each marina, concrete floats and reinforcement, timber walers, tie rods, flotation
12 materials, fenders, cleats, handrails, pile support frames, and hinged connections to the
13 existing Access Float, and miscellaneous hardware in accordance with the requirements of the
14 Special Provision entitled, 'Working Drawings". Submittals shall also include product data,
15 manufacturers standard details, and mill certifications demonstrating that all materials conform
16 to the specifications herein.
17
18 Design Criteria
19 The design and construction of the new concrete mooring floats shall satisfy the following
20 design criteria.
21
22 The mooring floats shall be a modular design so that individual concrete modules may be
23 disassembled for storage or replaced with standard modules in case of repairs. The nominal
24 dimensions of the concrete float modules are shown in the Plans. Each mooring float shall
25 consist of 2 exterior float modules and 6 interior float modules. At the Kingston Marina the
26 mooring float installation shall include 6 interior and 2 exterior float modules. At the Edmonds
27 Marina the mooring float installation shall include only 5 interior and 2 exterior modules. The
28 extra interior module shall be fabricated with sufficient length of walers so that in the future the
29 Edmonds mooring float can be lengthened to include 6 interior modules. The extra interior
30 module shall be stored at the location designated by the State for permanent storage of the
31 floats.
32
33 Except for the hinge connections, and the locations of fenders and cleats, each interior and
34 exterior module shall be identical and interchangeable with the other interior and exterior
35 modules, respectively. Each module shall have the same size, type, location, and pattern of
36 walers and transverse thru-rod sleeves. Note that only the exterior modules shall have
37 longitudinal thru-rods. The interchangeablilty shall permit float module substitution between
38 mooring floats for use at the Kingston or Edmonds Marina and the ability in the future to retrofit
39 pile support frames at other marinas .
40
41 The freeboard of the mooring floats under dead load at time of installation shall not be less than
42 34 inches nor more than 37 inches. To avoid conflict with the moored vessel rub rail it its
43 important that freeboard not exceed 37 inches. The minimum freeboard under dead load after
44 one year of installation shall not decrease by more than 1 inch. The maximum overall depth of
45 the mooring float shall not exceed 6 feet. The nominal plan dimensions of mooring floats are
46 shown in the Plans. Dead loads shall include the weight of the concrete floats, solid foam core,
47 pile support framing, hinge connections, timber walers, thru rods, fenders, cleats, handrails,
48 miscellaneous connections, ramps, and all other permanently attached equipment such as
49 utilities, boxes, fire protection equipment, etc.
50
51 The Contractor shall insure that all dead loads are accurately determined and included in
52 buoyancy calculations. These loads shall include appropriate safety factors and any specific
53 manufacturing considerations that will effect the final freeboard.
54
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0
1 The unit weight of timber may be assumed equal to 40 poundsler cubic foot. The weight of
2 structural steel may be assumed equal to 490 pounds per cubic foot. The weight of the fenders
3 shall be assumed equal to 50 pounds per linear foot. The Contractor shall verity these unit
4 weights prior to fabrication. The unit weight of other materials are included below.
5
6 Floats shall be designed to float level under dead load within the following tolerances:
7
8 Maximum transverse deck slope shall be one (1) inch per ten (10) feet of width
9 Maximum longitudinal deck slope shall be one (1) inch per ten (10) feet
10
11 The assembled mooring floats shall be designed to support a live load of 100 pounds per
12 square foot over the entire deck area of the flo ait and a concentrated load of 1000 pounds over
13 any space 2.5 feet square. The minimum freeboard of the mooring floats at any location on the
14 deck under uniform 100 pounds per square foot of live load shall not be less than 15 inches.
15 Sufficient flotation shall be provided to be capable of supporting the 1000 pound concentrated
16 load located in any area on the mooring float without rolling or pitching more than 0.5 degrees.
17 The Contractor shall verify to the State this rolling and pitching performance of the mooring
18 floats prior to operation of the passenger only service.
19
20 The mooring floats will be subjected to wind, wave and berthing forces. The wave forces
21 impacting the float and the wind forces from the moored vessel may either occur
22 simultaneously or at different times. The design of these floats shall therefore include the
23 following two loading cases: 1) the wave force impacting the float combined with the wind
24 force from the moored vessel and 2) the wave force impacting the float without the wind force
25 from the moored vessel.
26
27 The design wave height and length shall be 12 inches and 20 feet, respectively. The cleat
28 design forces due to wind on the moored vessel are shown in the Plans and shall be combined
29 with the wave forces. The wind and wave forces include both horizontal and vertical
30 components and the horizontal component may act either parallel or perpendicular to the
31 longitudinal axis of the float.
32
33 The mooring floats shall be designed to resist the berthing forces shown in the Plans. The
34 berthing forces are assumed to act independently of the wind and waves forces.
35
36 Current forces shall be neglected.
37
38 The Contractor shall also design and reinforce the concrete floats, timber walers, and thru rods
39 to safely resist the pile support frame and the hinge connection reactions shown in the Plans.
40
41 The manufacturer shall have an ongoing quality assurance program equal to or exceeding the
42 requirements of the City of Seattle Certification Program. At the option of the State, the
43 manufacturer shall submit a copy of their operational quality assurance program and shall cast
44 no floats until the State has approved this quality assurance program.
45
46 Materials
47 The Contractor shall submit for approval by the State all materials for use in the construction of
48 this project.
49
50 The Contractor shall follow the 1994 State Standard Specifications, except as noted below.
51
52 The.State will be allowed access to all sites where materials pertaining to this contract are
53 manufactured or constructed for purposes of inspection.
54
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-4 Ill, -4
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0 -
The manufacturi#acility shall provide the proper environment and physical conditions
necessary for float casting including, adequate work space, equipment, level heated casting
floors, and protection from direct sunlight, wind, moisture and freezing.
Materials delivered and stored at either the manufacturing facility, staging area, or jobsite shall
be properly stored on dunnage or by other appropriate means to prevent direct contact with
the ground and unnecessary damage.
Formed faces shall be smooth and true surface without form texture. Forms shall be designed
in such a way to prevent unsightly finished surfaces or definite lines that could result in crack
planes. Any rough edges, form marks, or defects shall be cleaned, ground smooth, or
patched.
Float forms shall have a tolerance of not more than 1/8 inch from the dimensions shown on the
shop drawings.
Prior to the manufacturing of any flotation units, the concrete mix design shall be approved by
the State. Concrete shall have a minimum of 564 pounds (six sacks) of Portland Cement per
cubic yard, either Type I or Type 11 modified, and low alkali. Type III cement may be used if the
Tri-Calcium Aluminate of the cement is certified by the manufacturer to be between five (5) and
eight (8) percent, and alkali content (Na2O) and (K20) is less than 0.6 percent.
The theoretical unit weight for normal weight concrete shall be assumed equal to 140 pounds
per cubic foot. The Contractor may use 120 pounds per cubic foot light weight concrete. The
Contractor shall verify the unit weight of the concrete prior to fabrication.
Coarse and fine aggregates shall conform to ASTM C-33 for normal weight concrete and
ASTM C330 lightweight structural concrete.
All concrete shall be air -entrained from four (4) to seven (7) percent and shall be, tested in
accordance with ASTM C138, C173, or C231.
Water/cement ratio shall not exceed 0.40.
Slump range shall be three (3) inches to six (6) inches, tested in accordance with ASTM C143.
All concrete testing shall be in accordance the 1994 State Standard Specifications, except as
modified below. Three sets of six (6) compressive test cylinders shall be taken daily per mix,
cured, and tested by either a State approved independent testing laboratory or by an on -site,
State approved, certified testing facility. Test results will be submitted on one (1) each, seven
(7) day, one (1) each, twenty-eight (28) day; and one (1) hold cylinder. A test shall consist of 2
cylinder breaks in which the variation between the compressive strength valves shall not
exceed 10 percent. Cylinders shall be 6"x12". If smaller cylinders are used deduct 5 percent
from the test valve of cylinder strength to establish effective strength.
Unit weight and entrained air tests will be taken daily from the same material sample used for
the compressive test cylinders.
All concrete testing shall be done at the Contractor's expense.
Concrete for the top surface of the flotation units shall contain polypropylene fibrous
reinforcement at a rate recommended by its supplier. The deck surface shall be trowel finished
with a steel trowel and heavy broom finish applied transversely to the float axis. The Contractor
shall provide an even and consistent broomed finish on all deck surfaces. All top edges shall
have a 3/8-inch tooled radius.with a minimum 1-1 /2-inch-wide smooth hard steel finished face.
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 159
2 Concrete shall be vibrated to assure a smooth dense finish. The concrete float shall be poured
3 monolithic with no cold joints in any part of each finished float.
4
5 The Contractor's method of curing shall be in accordance with the State Standard
6 Specifications. All curing shall be under cover and with complete protection from direct
7 sunlight, wind, and freezing for a minimum of three (3) days. Except as otherwise approved,
8 floats shall be cured for a minimum of seven (7) days before transporting or assembling..
9 Chem stop sealer or approved equal shall be applied to exposed top surface and sides of
10 floats in accordance with manufacturers recommendation.
11
12 Galvanized welded wire fabric used as concrete reinforcement shall be minimum 2" x 2"-14/14
13 Welded wire fabric is required in the deck and the bottom section with a minimum of a two (2)
14 inch return to the sides and ends. Where splicing occurs, the overlap will be a minimum of four
15 (4) inches. Galvanized wire mesh shall meet ASTM A185.
16
17 Rebar shall be ASTM 615 grade 40 or 60 and shall be epoxy coated in accordance with ASTM
18 A775.
19
20 The solid foam core inside the concrete * float units shall be closed cell expanded polystyrene
21 core (EPS) and shall meet Federal Specification C578-85 which superseded Federal
22 Specification HH-1-524C.
23
24 The foam shall weigh between 0.95 and 1.10 pounds per cubic foot.
25
26 EPS shall have a maximum absorption of three (3) percent by volume as tested by ASTM
27 Method C272.
28
29 The foam core shall be held in a true position during the casting operation with an allowable
30 variation of 1/8-inch from the dimensions shown on the shop drawings.
31
32 Foam billets will have a dimensional tolerance of plus 0. 1 25-inch and minus 0. 1 25-inch.
33
34 Foam core may not have more than ten (10) percent reground EPS foam material. Reground
35 foam pieces shall not exceed 3/8-inch diameter.
36
37 Foam core shall be made up of not more than four (4) laminated sections.
38
39 The laminated foam core shall be glued with a low solvent glue, and shall be strapped to
40 prevent delimitation during transportation and handling.
41
42 No horizontal lamination may occur in the upper ten (10) inches of the foam core.
43
44 Each mooring float shall have full length 4" diameter schedule 20 PVC conduit sleeves
45 embedded and installed to connect with 3 pull -boxes each float for future electrical system.
46 Pull boxes shall be located at the midpoint and at each end of the Mooring Float. Provide
47 access holes in the pull boxes and floats to permit installation of future conduits within the
48 sleeves.
49
50 1 Pullboxes shall be Associated Type 1730, or approved equal, unless otherwise required by
51 specific state or local codes.
52
53 Top of Pull boxes shall be flush with the top of the float.
54
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 160
1 Pullboxes shall hta one (1) inch nominal concrete bottom with a smooth or light brushed,
2 slip -resistant finish. Bottom shall not be lower than inverts of the PVC sleeves. All bolts for lids
3 on pullboxes shall be stainless steel.
4
5 Both sleeves and piping shall remain above the water surface under dead load conditions and
6 shall be designed to facilitate installation, removal, and servicing of the utilities.
7
8 All cast in place inserts shall be galvanized steel, with a welded loop or horizontal restraining
9 bar. The structural capacity of the inserts shall be equal to or greater than 133% of the tension
10 and shear capacity of the thru-rod.
12 Timber walers shall be securely fastened to the concrete floats using galvanized thru-rods,
13 plate washers, spur locker washers, and nuts.
14
15 All thru-rods shall be placed within minimum schedule 40 PVC sleeves cast in the float units.
16 The maximum inside diameter of PVC sleeve shall be 1/8-inch greater than the thru-rod
17 diameter. The minimum thru-rod diameter shall be 3/4 inch.
18
19 A minimum of six (6) transverse thru-rods shall be required at the timber waler to concrete float
20 connection at each float module, but not less than an average of one (1) thru-rod per two (2)
21 lineal feet of float length for each module. The average thru-rod sleeve spacing along each
22 module shall not be less than one double row of sleeves per one (1) lineal foot of float length.
23 Thru-rods shall also be placed through each float unit within six (6) inches of each end of that
24 unit, and within six (6) inches of each waler splice. Additional thru-rods shall be provided at.the
25 pile support frames, hinged connections, and fender locations as shown in the Plans and other
26 locations as required by the Contractor's design. Longitudinal thru-rods shall also be provided
27 at each exterior module not less than average of one (1) thru-rod per two (2) lineal feet of float
28 width. The longitudinal thru-rods shall be recessed at the concrete joint. Except at fenders,
29 pile support frames, and hinge connections, the ends of the transverse and longitudinal thru-
30 rods shall be recessed within the timber fascia.
31
32 No connecting device shall protrude beyond the fascia into the berth area, except as shown in
33 the Plans. Any connecting device protruding above the surface of the.deck shall have a low,
34 rounded profile as shown in the Plans. Outside top edges and corners shall be filed smooth.
35
36 All timber walers and fascia shall be of Coast Region Douglas Fir, "No. 1 S4S in accordance
37 with West Coast Lumber Inspection Bureau (WCLB) grading rules No. 16, Paragraph 123 or
38 Paragraph 124 as applicable. A minimum of 2 4X12 timber walers shall be located
39 continuously along the length of each side of the Mooring Floats. The minimum size of the
40 timber fascia shall be a 2_Xl2. All timber shall be pressure preservative treated with CCA to
41 minimum of 0.4 pound per cubic foot retention in accordance with AWPA standard C-2. All
42 timber shall be cut to length and bolt holes drilled prior to pressure treatment.
43
44 Timber shall be fabricated accurately to provide uniform gaps and butt joint connections.
45 Timber splices shall not exceed 1/2-inch between adjoining ends.
46
47 All timber walers, fascia, spacers, or any other member which is subject to foot traffic, shall be
48 flush with the concrete walking surface, except as shown in the Plans.
49
50 Tie bands used for delivery must have plates between the bands and the wood to prevent
51 crushing. Bundle identification shall be done so as not to stain lumber surfaces.
52
53 All structural steel channels, angles, and plates shall be fabricated from mild steel conforming
54 to ASTM A36, and shall be hot dipped galvanized after fabrication in accordance with ASTM
55 A123. Bolts, nuts, washers, and thru-rods shall be mild steel, in accordance with ASTM A307,
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 161
1 and have a minimum of 1-1 /2-inch of thread. Hot dipped galva0ed coating shall be required
2 on all thru-rods, bolts, and miscellaneous hardware in accordance with ASTM A153. Zinc
3 coating thickness shall be a minimum of three (3) mils. Thread size on bolt and nuts shall be
4 compensated for galvanizing.
5
6 Washers shall be used with all nuts and bolts which bear on wood or steel. Round plate
7 washers shall be used on all thru-rods bearing on wood surfaces. Cut washers shall be used
8 on all surfaces bearing on steel surfaces.
9
10 D series with D bore and cylindrical fenders for Mooring Floats shall be Goodyear Marine
11 Fenders or equal. The size and location are shown in the Plans. Fender material shall be black
12 EDPM.
13
14 The float fenders located at the corners of the mooring floats shall be 12 inch diameter by 30
15 inch long "Polyform" F-5 classic white fenders or equal. Fender weight and buoyancy shall be
16 7 and 100 pounds, respectively rated at 2.1 pounds of inflated pressure and 68 degrees F.
17 Provide sufficient rigging to secure float fender. Install float fenders to mooring floats.
18
19 The 18 inch mooring cleats shall be the size, shape, and location as shown in the Plans. Cleat
20 material shall be in accordance ASTM A27 60-30. Cleats shall be galvanized in accordance
21 with ASTM A123. The cleat bolts shall be recessed into the body of the cleat.
22
23 Pipe sections shall be in accordance with ASTM A53. Plates shall be in accordance with ASTM
24 A36.
25
26 Polyethylene ultra high molecular weight (UHMW) shall be in accordance with ASTM D4020.
27
28 Contractor shall take care in establishing handling methods to avoid damage to floats during
29 form removal, storage, assembly, and installation. Storage of flotation units shall be on level
30 surfaces, and it shall be the responsibility of the Contractor to determine how high to stack
31 units to avoid damage. The Contractor shall be responsible for any damage to the floats during
32 the fabrication, delivery, installation, disassembly, removal, and storage of the floats.
33
34 Any damaged units shall be rejected and removed from the assigned jobsite at the sole cost to
35 the Contractor.
36
37 Cracking in a single flotation unit shall be cause for rejecting that unit and shall be corrected by
38 replacement and appropriate changes in design, fabrication, or installation at the sole cost to
39 the Contractor. Shrinkage cracks may be acceptable as approved by the State where cracks
40 do not open up;
41
42 Rock pockets less than one (1) inch in diameter and/or honeycombing less than 3/8-inch-
43 deep shall be patched with an approved non -shrink grout of a color similar to the. cured
44 concrete. Any pockets which expose mesh or rebar shall be chipped out, cleaned, and filled
45 with an approved epoxy patching compound.
46
47 The total weight of the complete flotation units shall not vary from the theoretical weight by
48 more than six (6) percent.
49
50 Submit program to verify actual float weights, quantity to be weighed, and method of record
51 keeping.
52
5� All floats are to be clearly identified on one side and one end between the bottom of the waler
54 and the waterline with the date of manufacture, piece number, and manufacturer.
55
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 162
1 Construction Oquirements 0
2 The Contractor shall field verify, review and record the following information at each marina as
3 part of the submittal of mooring float shop drawings. 1) the size, condition, and location of the
4 existing timber piles to be removed, the finger pier floats to be relocated at the Kingston Guest
5 Dock, and the Edmonds existing Access Float; 2) the freeboard of the Kingston Guest Dock at
6, Kingston adjacent to gangway and the Mooring Float and the Edmonds Access Float; and 3)
7 the location, size, and condition of existing thru rods and sleeves common to the hinged
8 connections at Edmonds Access Float and to the 18 inch pipe pile connections to the Kingston
9 Guest Dock. Several of the existing thru rods at these locations are corroded and all will
10 require removal and replacement at the Contractor's expense.
11
12 The Mooring Float shall be assembled with no more than a 1-inch gap transverse between
13 adjacent concrete modules. The number and nominal length and width of the Mooring Float
14 modules are shown in the Plans. -
15
16 The Contractor shall pre -assemble the mooring float assembly in the shop as required to insure
17 proper field fit of the pile support frames, fenders, cleats and hinge connections.
18
19 The hinged connection between the Mooring Float and the Edmonds existing Access Float
20 shall be installed without altering the freeboard of the Access Float more than 1 inch.
21
22 As part of submittal of the shop drawings, the Contractor shall submit for comment from the
23 State the method of delivery of the Mooring Float modules to the marinas. The overhead
24 crane capacities at the marinas may not be adequate to support the weight of the individual
25 Mooring float modules.
26
27 Upon completion of the passenger only ferry service at the Edmonds and the Kingston
28 Marinas, deliver the Mooring Floats and their accessories to the State storage site in
29 accordance with "Passenger Only Services Facilities" section of these special provisions.
30
31 Payment
32 The lump sum contract price for "Concrete Floats and Mooring Devices" shall be full
33 compensation for design, labor, materials, equipment, tools to furnish and install the floats
34 including supplying the components, fabrication, sealing, installing and assembling the floats.
35 Any damage incurred during fabrication, transportation, and installing the floats shall be
36 repaired at no cost to the State. Fenders, cleats, handrails, pile support frames, hinged
37 connections, and miscellaneous hardware are incidental to the Mooring Floats and shall be
38 included in the unit contract price for "Concrete Floats and Mooring Devices".
39
Q HYDRAULIC SYSTEM FOR TRANSFER SPAN
41 Description
42 The Contractor shall furnish and install the Hydraulic System for Transfer Span in accordance
43 with the Plans and these Special Provisions. The work covered by this specification shall
44 consist of detail design, fabrication, furnishing, installing, testing and checkout of all hydraulic
45 equipment, including all accessories and appurtenances required for testing and installation.
46
47 The Hydraulic System and its installation shall include, but is not limited to the following:
48
49 A. Apron Hydraulic Cylinders
50
51 B. Cylinder Clevis Support Brackets
52
53 C. Live Load Pin Assembly
54
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449
163
1 D.. Hydraulic Po#Unit, including; Control & Shut -Off ValvW11ters, Hydraulic Reservoir,
2 Pumps & Motors, Pipe, Tube & Hoses.
3
4 E. Coordination
5
6 1. The Contractor is responsible for including and coordinating all work detailed on the
7 drawings and described in the specifications, and shall not be entitled to additional
8 payment for work not properly coordinated. However, Hydraulic and Controls integration
9 is not included here and is specified as a separate bid item.
10
11 2. Notify Engineer of any modifications required to suit equipment furnished.
12
13 3. Except where specifically noted otherwise, all sensors, switches, motor starters,
14 protective devices and other means for operation and control of equipment will be
is provided under Electrical and Controls for transfer Span.
16
17 System Operating Description
18 This description is written for the benefit of the Contractor to help him understand the basics of
19 the system. The Contractor is responsible for writing a detailed, accurate, and complete
20 description for the "Operations and Maintenance Manual" which will be for use by the end user.
21 (See Operations and Maintenance Manual section of this specification).
22
23 The Hydraulic System operates two pairs of cylinders. One pair of cylinders provides lift
24 movements of the apron, and one pair of cylinders extends and retracts the live load pins.
25
26 All functions are single speed, but most shall have flow control valves that may be adjusted at
27 the power pack or cylinder manifold during system setup.
28
29 When the apron comes in contact with the deck, a switch triggers a poppet valve to allow free
30 oil flow. In line with this valve is a flow control valve (normally locked at a predetermined flow
31 setting) to prevent the apron from running away in the event of a failure with the float circuit.
32
33 The power unit components such as motor, pump, filters and valves are located on a common
34 sub frame incorporating an environmental spill pan.
35
36 The oil reservoir is heated to maintain the hydraulic fluid at a temperature range for the optimal
37 operating viscosity desired for the pump.
38
39 Emergency Operating Description
40 This description is written for the benefit of the Contractor to help him understand the basics of
41 the system. The Contractor is responsible for writing a detailed, accurate, and complete
42 description for the "Operations and Maintenance Manual" which will be for use by the end user.
43 (See Operations and Maintenance Manual section of this specification).
44
45 In case of electric power loss or failure to the main motor pump, the hydraulic system can be
46 operated manually.
47
48 In order to activate the live load pins, first activate manual lever inside the power unit and
49 secure it with the shock cord (see Dwg. H-2). Next, remove the pump lever from inside the
50 hydraulic cabinet and connect it to the manual pump shaft. Operate hand pump until live load
51 pins are moved in or out.
52
53 In order to move Apron up or down, first activate manual lever inside the power unit and secure
54 it with the shock cord (see Dwg. H-2). Next, remove the pump lever from inside the hydraulic
EDMONDS FERRY TERMINAL
Replace Docking Facility
94A449 164
ATTACHMENT B
Reld, Mddleton- 6- As�odctes,. I*nc.
anghieem -4"ey= a, Plamem
May Z6"1981
File, No- 2.77 Arn
LEML DESCRIPTION F01t THE PORT OF EDMONDS
DisTRrCr T
r 8 1994
Prftrr -
. 11011fti?
That portion of Township 27 North, Range 3 East# W.H. and the tideTands
and beds of navigable waters adjoining in. Snohomish County, Washingtm, more -
particularly described as follows: geginnihg at the southeast corner erF'
Section 24; thence northerly along #e east line of Section 24. T3, and
12 and the northerly prolongation of said Section U (said east line also
being the east line of Range 3 East) to an intersection with the westerly
prolongation.of the north line of Township V North; thence westerly along
said westerly prolongation to the west boundary of Snohomish County-, thence
southerly along said west. boundary to an intersection with the westerly
prolongation of the centerline of Casper Street; thence. easterly along said
westerly prolongation and along the centerline of Casper Street to the center-
line of 7th Avenue; thence southerly along the centerline of 7th Avenue to
the centerlini of Daley Street; thence easterly along the centerline of Daley
Street to the centerline of 9th Avenue;.thence southerly along the centerline.
of 9th Avenue to the tenterline of Win Street; thence easterly along the
centerifne of Main Street to the centerline of Ilth Avenue-, thence siatherly
along. the centerline of Ilth Avenue to the south Tine of, said Section 24-,
thence easterly along said south line to the southeast corner of said Section
Z4 and the point of beginning.
DISTRICr 2
That portion of Township 27 North Range 3 East, W.M. and the tidelands and
beds of navigable waters adjoinin; in Saahamish County, Wastington, MOT - parti-
cularly described as follows: Reginning at the interseWon of the centerline
of Pine Street with the centarline of 7th Avenue; thence navtherly along the
centerline of 7th Avenue to tr6e. centerline of Walnut: Sreet-9 thencer eastery along
the centerline of Walnut Street to thim cmterlina of 9th Avenue;. thenm =utherly
al ong the centerl ine of 9th Avenue to the centerTine of SpruCe r Sbeet_, the= east
erly 0 ong the centerli lie of Spruce Street to the cen ine of T-Ith Avenue;. thence
northerly a7anv the centerline of Ilth Avenue to t1m centmrline of Main Street -
thence westerly along the centerline of Main StM to the. canterTine of-' 9*
Avenue; thence northerly aTong the centerlineof ft Avenue tcr the centr1ine of
Dal ey Street;. thence: wester ly al mg the centerl ine of DaTey Street to the center -
Tine of 7`t1T Avenue; thence northerly aTong 'the centerline of Tth Avenue to the
centeriine of Casper Street; thence westerly along the'exaterline of Casper Strmt
and the westerly prol ongatf on of the, centerl ine of Casper Street to t:he west
boundary of Snohomish County; thence southerly along said west boundary to an
intersection with the westerly proTiongation of the south line of Govcn t Lot To,
section Z6; thence easterly along said westerly prolongation and, along the denter-
line of Z76th Street Southwest an4 along the centerlina of Pine Street to the
A
4ction with th%I of the south 10 of Gover.mm t Lot Ts.
-,don ZS; thence Wrtgo "'a ic =7y' prol onga Wand along the �=tw-
!K�sa
aline, of Z76th Street the centerline of Pine Street to the
center7ine of 7th Avenue and'the-paint� of besinnins. ATTACHMENT B
IS
Am
-.0w.
LEGAL DESCRIMON FOR THE PORT OF EMMOS"
nT4MTf-r 3 7.
zo
AV,
That portion of Towpship V North,, Range 3 East- V.K_ wd tjjg,:�F�j;jdj; and
beds of navigable waters'adjoining in Snoh=Ish
particularly described as follows: Beginning wt the s0uthe=t COCI er 0;%' -
Section 36 (said corner also being the southeast comer of TowfisktV.V. -Jforttr'.�
Range 3 r East) -, thence northerly along the east linp- of SectTam=jj�d 'N
(said east line also being the east ll�ne af Range 3 TA=)* to th&.northent
corner of Section ZS; thence westerly along the north 71= of 38CM*0 25 to
the centerline of Ilth Avenue; thence southerly along.the cmTterline Of
11 th Avenue to -the centerl ins of Spruce Street-, thence westerly along -the
centerline of Spruce Street to the centerline of-ft Avenue; thence northerly
along.the centerline of 9th Avenue to the qenterline of walnut Street,. thence
westerly along the centerline Of Walnut Street to the centerline of 7th Avenue;
thence southerly.along the centerline of 7th Avenue to the centerline of Pine
Street; thence westerly along the centerline of Pine Street and along the
centerline of 216th Street Southwest and along the south line of c"erment
Lot 1. Section 26 and the westerly prolongation of said south line to the
dest boundary of Snch=ish County; thence. southerly along nid west bound;4ry
to an interslection with the WeSterlY PrOlongation of the soft -line of
rownship 27 North; thence easterly along said westerly p"Jongation and
ilong said south line to the southeast comer of Section 36.. and the point
3f beginning.
��t'JA P. SC 4
U
4KP-00�
411
14
ROUTING SLIP
*NEW SERVICE INSTAUATION
ADDRESS: 46f� AJ PK�� Wo-m
DATE:
DIAL A DIG.# 8?1,0 1'7e4l
P.U.D.
TELEPHOTSTREET F lLt
CABLE T.V.
AIR%%
GAS
FOREMAN
STORM SEWER
OTHER
FUTURE SERVICE INSTL: Y E S -503
BORE: CUT:
wq
LOCK
CREW
DATE: INITIAL:
UNLOCK
47
DATE INITIZ�f'
METER SHOP
ACCOUNT NUMBER:
SUPPLIER: �S F-f+-
TREATMENT PLANT
(24 Dump
FOREMAN
, .
B L T
rAcit-rr-4 a4
DocK
.. —Jo
INITIAL:
FOREMAN
DATE:
TAP CARD
METER SHEET
APPLICATION/
UTILITY
DISPATCH
I
BILLING
7/76
District
Citpof Edmonds —Water Departhent
TAP CARD
000
Reading: C200 0 Date 0 21a 4
No. No.
Meter { Size Tap {Size 1"" X J "Blo
Mfgrs. No _�_6 7?_ — Style Hmse.; Mc,-T
Purchaser: �6 j 6:L, Ed MZ A&k)
Serv. Add. 4'�8 UAd"&-,Q& UJ9N
Lot No. Blk. No.
Add.
Residential:
Other:
Meter Location
0
Service Material: 'RRk\S%
Pressure - lbs. Test
Date of Nork
Foreman,
Guar. Voucher NO.
Proj. No: U-) Q -5 0 1 Le
Remarks: P G'co W-Z� 13Z I-) /S,7r_-,e_ S140 (Z
OUTGOING
Index-
Reg.
-Route
Bk.
- Stenci I -Card
INCOMING
index
Reg.
-Route
Bk.
- Stencil-
Card