1

Replace Section 00521 of the Special Provisions with the following:

SECTION 00521 – CORROSION PROTECTION OF PILES

Section 00521, which is not a Standard Specification, is included in this Project by Special Provision.

Description 00521.00 Scope - This Work consists of designing, furnishing, and installing corrosion protection systems on driven steel piles, pile caps, and bracing.

Materials 00521.10 Materials - Furnish materials conforming to the submitted and accepted stamped Working Drawings.

Labor 00521.30 Qualifications – Perform the corrosion protection system design and testing Work using qualified and experienced personnel. Submit a list to the Engineer for approval identifying the designer and on-site testing personnel. Before the preconstruction conference, provide the following information to verify the design and testing personnel qualifications:

• Provide design services by personnel meeting at least one of the following qualifications:

o Has a National Association of Corrosion Engineers (NACE) CP3: Cathodic Protection Technologist certification or greater.

o Is a licensed Professional Engineer in the State of Oregon with a minimum of 5 years experience performing cathodic protection system design.

• Submit a project reference list documenting at least three separate projects performed by the designer that included the design of galvanic cathodic protection systems for partially submerged structures.

• Provide verification and adjustment testing services by personnel meeting at least one of the following qualifications:

o Has a National Association of Corrosion Engineers (NACE) CP2: Cathodic Protection Technologist certification or greater.

o Has a minimum of 5 years experience testing and evaluating galvanic or impressed current cathodic protection systems.

• Submit a project reference list documenting at least three separate projects performed by the testing personnel that included testing and evaluating galvanic or impressed current cathodic protection systems.

Construction

2

00521.40 Required Submittals – Submit stamped Working Drawings and calculations for corrosion protection systems according to 00150.35. Design corrosion protection systems with replaceable sacrificial anodes, as required. Design the corrosion protection systems for a minimum initial service life of 20 years in a tidal environment consistent with the location of the Work. In tidal area and splash zones where passive cathodic protection will not provide the required levels of corrosion protection, provide a steel coating system with an initial minimum service live of 20 years. Initial sizing of the passive cathodic protection system should anticipate up to 5% of any coating system to be compromised during installation. Submit for review complete details of the materials, including the method of connecting sacrificial anodes to piles and locations of sacrificial anodes. Submit for review complete details for steel coatings, including surface preparation, installation, and repair procedures for the coating system. Submit for review a Monitoring and Maintenance Plan, outlining methods of evaluating the effectiveness of the corrosion protection system and methods for extending the service life of the corrosion protection system. Do not install the corrosion protection system until the stamped Working Drawings and monitoring and maintenance plan have been reviewed and accepted by the Engineer. 00521.41 System Installation – Install the corrosion protection system according to the accepted stamped Working Drawings and Section 00290. Complete the installation of the corrosion protection system within 60 days of pile installation.

Finishing and Testing 00521.70 System Performance Verification and Adjustment – Inspect the corrosion protection system in the presence of the Engineer 180 Calendar Days after system installation. Notify the Engineer 14 Days prior to performing the inspection. Test the performance of the system at high and low tides according to the procedures outlined in the submitted and accepted monitoring and maintenance plan. Testing shall be performed at 50 percent of the piles protected by the cathodic protection system. Submit the test results and a comparison analysis of the apparent in-service performance of the system to the as-designed performance of the system to the Engineer for review. Comparison analysis shall include corrections for the submerged length of pile at time of testing. Adjust the configuration and size of the anode system to achieve the intended polarization potential of the cathode and current consumption necessary to meet a minimum service life of 20 years. Repeat the system tests, comparison analysis, and system adjustments until the cathodic protection system is functioning as intended and provides a minimum service life of 20 years and the Engineer agrees in writing. Submit revised stamped working drawing and calculations documenting the final cathodic protection system installation. Submit a revised monitoring and maintenance plan addressing the final in-service corrosion protection system.

3

Measurement 00521.80 Measurement - No measurement of quantities will be made for design and installation of the corrosion protection system.

Payment 00521.90 Payment - The accepted quantities of corrosion protection systems for piles will be paid for at the Contract lump sum amount for the item "Corrosion Protection System for Piles ". Payment will be payment in full for furnishing and placing all Materials, and for furnishing all Equipment, labor, and Incidentals necessary to complete the Work as specified. No separate or additional payment will be made for:

• designing the corrosion protection systems • preparing and revising the monitoring and maintenance plan • furnishing and installing the cathodic protection systems • inspecting, testing, and adjusting corrosion protection systems • furnishing and installing fasteners and wiring

Partial payments for corrosion protection will be made as follows:

• At completion of initial corrosion protection system installation…………80% • At approval of revised monitoring and maintenance plan …………….…20%

4

Replace Subsection 00598.04 of the Special Provisions with the following: 00598.04 Design Parameters – Design the concrete float according to the parameters and requirements shown in the Plans, and the following:

• Design float to support the additional concentrated loads as imposed by the 85-foot gangway with a 50 PSF live load. Design float to have freeboard as follows:

• Dead Load (float plus gangway): • Minimum: match freeboard of existing floats or 14 inches, whichever is

greater ; and • Maximum: 24 inches

• Dead Load Plus Live Load (float plus gangway) - Not less than 8 inches

• Design connections to the existing floats so that no residual tilting occurs. Structural connections may be necessary to transfer some of the live and dead loads to adjacent floats to meet freeboard requirements. Ballast of new float during connection to adjacent existing floats may be necessary to meet freeboard requirements.

• Walking Surface - level and flush with respect to the adjacent floats with a non-slip, broom finish.

• Light and Water Passage – design the top surface of the float with open grating comprising a minimum of 50 percent of the top surface area in order to meet permit requirements for water and light passage.

• Exercise caution to insure that all dead loads are accurately determined and included in buoyancy calculations. Include appropriate safety factors if used and any specific manufacturing considerations that will affect the final freeboard.

• Density of Lumber for Calculations - no less than forty (40) pounds per cubic foot. • Locate flotation units within the structure so as to be capable of supporting a 400

pound point load moving in any area on a float without excessive rolling or tilting on the float, once the system is totally connected and in its final intended condition. Fully encapsulate floatation in accordance with Oregon law.

• Design floats to float level under float and gangway dead loads only. The allowable level tolerances for float decks are:

• Maximum transverse slope for floats: 1% or one (1) inch per eight (8) feet of width.

• Maximum longitudinal slope: 1% or one (1) inch per eight (8) feet. • Minimum Cover over Reinforcement – 1 inch. • In addition to designing for dead and live load requirements, design steel

reinforcement to facilitate handling, transportation, and assembling the floats without incurring structural damage or cracking of the floats.

6 SP. @ 19'-6" = 117'-0"

BEN

T 1

20'-612" 22'-6" 4'-0"

BRIDGE DRAIN, TYP. EA. SIDE,SEE SHEET 22 FOR DETAILS

" DOCK"REMOVE ANDREINSTALLDOCK SIGN

11'-0"CONCRETE WHEEL STOPS LIMITS

146'-634" LEFT

REMOVE EXISTING STRUCTURE,SALVAGE AS DIRECTED

GANGWAY

N13° 40' 20"W

EXISTING GANGWAYFLOAT TO BE REMOVEDAND REPLACED

168'-012" DOCK

5 - 15" PRECAST PRESTRESSED SLAB

4'-0"

BEN

T 2

BEN

T 3

BEN

T 4

BEN

T 5

BEN

T 6

BEN

T 7

BEN

T 8

BEN

T 9

PROTECT EXISTINGUTILITIES, TO REMAIN INSERVICE. TEMPORARILYRELOCATE AS REQUIRED

20

'-0"

OU

T -

OU

T

12

'-3"

LAN

E9

" C

UR

B 6'-0

" W

ALK

WA

Y

LUMINAIRE, TYP.

EXISTING FLOATINGDOCK, TYP.

REMOVE AND SALVAGEEXISTING GANGWAY

-12

-13

-11

-10-9-8-7-6-5

-4-3-2

-1

06 5 4 32 1

78

91011

12

13

14

SLIDING PLATE

EXISTING FLOATTRANSITION PIECETO BE REMOVEDAND REPLACED,TYP.

85'-0" GANGWAYMEASURED ALONG GANGWAY

5'-312" RAIL

7'-812"RAIL LIMIT

6"

CU

RB

6"

CU

RB

6'-0" CONCRETE WHEELSTOP CENTERED IN LANE

BEN

T 2

BEN

T 3

BEN

T 4

BEN

T 5

BEN

T 6

BEN

T 7

BEN

T 8

BEN

T 9

TO CITY BOARDWALK PROPOSED NEW DOCK

GANGWAY FLOAT

T.O. DECK AT EL. +15.43

REINSTALLDOCK SIGN

APPROX. MUDLINE

T.O. DECK AT EL. +14.59

PP 24 X 0.750EST. TIP EL. - 54.0, TYP.MIN. TIP EL. - 49.0, TYP.

100 YR. FLOOD EL. +13.00

MHHW EL. +7.60

BEN

T 1

MLLW EL. -0.6

LUMINAIRE, TYP.

GANGWAY

PEDESTRIAN RAIL PAY LIMITS

170'-7" LEFT165'-6" RIGHT

BRIDGE DRAIN

HMT EL. +10.90

LWLR EL. -4.26

1

2

SHEETOF

DRAWING NO.CALC. BOOKSTRUCTURE NO.DATE

C:\OBEC\PWOBEC01\D0344598\2_PLAN AND ELEVATION.DWG 2020/12/15 08:44

DESIGNER:

CHECKER:

REVIEWER:

DRAFTER:

ACCOMPANIED BY DRAWINGS:DATE REVISION BY

1

2

3

4

5If scale bar does not measure one inch,

then drawing is not to scale

SCALE WARNING

WWW.DOWL.COM

920 Country Club Road, Suite 100BEugene, Oregon 97401

541-683-6090WWW.DOWL.COM

PORT OF NEWPORTDOCK 5 PIER

YAQUINA BAYNEWPORT, OR

Brian Burnham, PE

Kenton Alldritt, PE

Nick Robertson, PE, SE

Anders Lovendahl

NOV 2020 N/A N/A 27PLAN AND ELEVATION 2 2

PLANSCALE: 3/32" = 1'-0"

ELEVATIONSCALE: 3/32" = 1'-0"

CITY BOARDWALKEL. 14.59

END OF DOCKEL. 15.43

"C DOCK" GRADELINE DIAGRAMNO SCALE

L

168'-612"

0.5%

NOTE:ELEVATIONS ARE BASED ON NORTHAMERICAN VERTICAL DATUM, 1988

NOTE:LOWEST WATER LEVEL RECORDED (LWLR)IS APPROXIMATED FROM A NEARBY SITE.

10/14/19 BUILDING DEPARTMENT REVIEW KCA

12/14/20 ADDED MINIMUM TIP ELEVATION BDB

BOLTS A325-N

THREADED ADHESIVE ANCHORS A193-B7

ANCHOR RODS F1554, GR 105 A153

NUTS A563DH HEAVY HEX

WASHERS F436

GENERAL CIVIL NOTES:

1. EXISTING KNOWN UTILITY LOCATIONS ARE APPROXIMATE. THE CONTRACTORSHALL VERIFY THE LOCATION IN ADVANCE OF CONSTRUCTION TODETERMINE EXACT UTILITY TYPE, SIZE, AND LOCATION, THEN NOTIFY THEENGINEER OF ANY DISCREPANCIES.

2. ATTENTION: OREGON LAW REQUIRES COMPLIANCE WITH THE RULESADOPTED BY THE OREGON UTILITY NOTIFICATION CENTER. THOSE RULESARE SET FORTH IN OAR 952-001-0090. YOU MAY OBTAIN COPIES OF THERULES BY CALLING THE CENTER (NOTE: THE TELEPHONE FOR THE OREGONUTILITY NOTIFICATION CENTER IS (800)332-2344). EXCAVATORS MUSTNOTIFY ALL PERTINENT COMPANIES OR AGENCIES WITH THE UNDERGROUNDUTILITIES IN THE PROJECT AREA AT LEAST 48 BUSINESS-DAY HOURS, BUT NOTMORE THAN 10 BUSINESS DAYS, PRIOR TO COMMENCING AN EXCAVATION,SO UTILITIES MAY BE ACCURATELY LOCATED.

3. ALL MATERIALS AND METHODS OF CONSTRUCTION AND INSTALLATION FORUTILITIES AND STORM WATER FACILITIES SHALL CONFORM TO THE PROJECTSPECIFICATIONS AND THE PORT OF NEWPORT FACILITIES CODE (LATESTREVISION), THE OREGON PLUMBING SPECIALTY CODE AND STANDARDDETAILS CONTAINED THEREIN.

4. STORMWATER INLET PROTECTION MUST BE IN PLACE PRIOR TO THE STARTOF CONSTRUCTION AND MAINTAINED UNTIL COMPLETION OF PROJECT.

5. THE EXISTING GANGWAY AND EXISTING TIMBER DECKING SHALL BESALVAGED AND WILL REMAIN THE PROPERTY OF THE PORT OF NEWPORT.THE STEEL PANELS IN THE EXISTING RAIL SHALL BE SALVAGED AND REUSED INTHE NEW RAIL. A DESIGNATED STORAGE AREA WILL BE SET ASIDE FOR THECONTRACTOR TO UNLOAD THE SALVAGEABLE MATERIAL AND EQUIPMENT.NON-SALVAGEABLE MATERIAL WILL BE DISPOSED OF OFF-SITE BY THECONTRACTOR.

GENERAL STRUCTURAL NOTES:

1. SCOPE: THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS ARE GENERAL AND

APPLY TO THE ENTIRE PROJECT UNLESS OTHERWISE SPECIFIED TO THECONTRARY.

2. APPLICABLE SPECIFICATIONS AND CODES: CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROJECT TECHNICAL

SPECIFICATIONS, 2014 OREGON STRUCTURAL SPECIALTY CODE, CURRENTOSHA CODE, 2018 OREGON STANDARD SPECIFICATIONS FORCONSTRUCTION, THE CITY OF NEWPORT BUILDING PERMIT AND THE CITY OFNEWPORT RIGHT-OF-WAY PERMIT.

3. ALTERNATIVE DESIGNS:THE STRUCTURAL SYSTEMS AND DETAILS SHOWN ON THE DRAWINGS ARETHE PRIORITY DESIGN. ALTERNATIVE DETAILS MAY BE CONSIDERED IF THECONTRACTOR SUBMITS PLANS WITH SUBSTANTIATING CALCULATIONS ANDTEST DATA, AND IF THE ALTERNATIVE PLANS ARE ACCEPTED BY THE OWNER.SUBSTANTIATING CALCULATIONS SHALL BE PERFORMED BY A REGISTEREDPROFESSIONAL ENGINEER LICENSED IN OREGON. ALTERNATIVE SUBMITTALSSHALL BE COMPLETED PRIOR TO ACCEPTANCE FOR CONSIDERATION.

4. DIMENSIONS: STRUCTURAL DIMENSIONS CONTROLLED BY OR RELATED TO EXISTING

STRUCTURES, MECHANICAL, OR ELECTRICAL EQUIPMENT SHALL BE VERIFIEDBY THE CONTRACTOR PRIOR TO CONSTRUCTION.

5. PROVISIONS FOR EQUIPMENT: MECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS, ANCHORAGES,

OPENINGS, RECESSES, AND REVEALS NOT SHOWN ON THE STRUCTURALDRAWINGS BUT REQUIRED BY OTHER CONTRACT DRAWINGS SHALL BEPROVIDED FOR DURING CONSTRUCTION.

6. CONSTRUCTION SHORING & FALSEWORK: DURING CONSTRUCTION, STRUCTURES AND UTILITIES SHALL BE PROTECTED

BY SHORING AND FALSEWORK WHERE CONSTRUCTION LOADS MAY OCCUR.SHORING SHALL BE DESIGNED FOR LOADS LISTED BELOW. SHORING ANDFALSEWORK DRAWINGS SUBMITTED FOR APPROVAL SHALL BE COMPLETE,SHOWING LAYOUT AND SPACING FOR SUPPORTS, MATERIAL SPECIFICATIONS,AND ALL RELATED SUPPORTING DATA AND INFORMATION. CONTRACTOR'SCONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE ANDCONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURALELEMENTS AND VARIATIONS OF WATER ELEVATIONS DURING THECONSTRUCTION PERIOD. CONTRACTOR SHALL VERIFY WITH THE CITY OFNEWPORT THE ALLOWABLE CAPACITY OF THE EXISTING TIMBER BOARDWALKFOR CONSTRUCTION ACCESS.

7. ASSUMED FUTURE CONSTRUCTION:VERTICAL - NONEHORIZONTAL - NONE

8. DESIGN CRITERIA AND LOADING INFORMATION:DESIGN AND ANALYSIS OF COMPONENTS IS IN ACCORDANCE WITH THE2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC) AND THE AMERICAN

SOCIETY OF CIVIL ENGINEERS STANDARD 7-10 MINIMUM DESIGN LOADS FORBUILDINGS AND OTHER STRUCTURES (ASCE 7-10). DESIGN CRITERIA:

9. SEISMIC FORCE RESISTING SYSTEM (SFRS) FOR THE DOCK IS AS FOLLOWS:

REINFORCEMENT REQUIREMENTS:ALL DETAILING, FABRICATION, AND ERECTION OF REINFORCING BARS, UNLESSOTHERWISE NOTED, SHALL BE IN ACCORDANCE WITH THE "MANUAL OF STANDARD PRACTICE FORDETAILING REINFORCED CONCRETE STRUCTURES" (ACI-315), LATEST EDITION.

ALL REINFORCING SHALL CONFORM TO ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. FIELD BENTREINFORCING SHALL CONFORM TO ASTM A706 GRADE 60.

MINIMUM CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED:

UNLESS SHOWN OTHERWISE, THE FOLLOWING LAP SPLICE LENGTHS SHALL BE USED:

INCREASE ALL SPLICE LENGTHS 40% FOR HORIZONTAL OR NEARLY HORIZONTAL BARS SO PLACED THATMORE THAN 12" OF FRESH CONCRETE IS CAST BELOW THE BAR.

POST INSTALLED ADHESIVE ANCHORS:USE OF POST INSTALLED ADHESIVE SHALL BE GOVERNED BY THE FOLLOWING TABLE. FOR ANCHORSINSTALLED IN HARDENED CONCRETE, USE APPROVED ADHESIVE ANCHORING SYSTEM THAT HAS BEENAPPROVED BY THE ENGINEER OF RECORD FOR SEISMIC LOADS AND CRACKED CONCRETE. STRICTLYADHERE TO MANUFACTURER INSTALLATION REQUIREMENTS AND PROCEDURES. REFER TO THESTATEMENT OF SPECIAL INSPECTIONS FOR ADDITIONAL REQUIREMENTS:

HOLES SHALL BE DRILLED USING IMPACT ROTARY DRILL AND CARBIDE BIT, OR EQUAL. ALL ADHESIVEANCHORS SHALL HAVE CURRENT ICC APPROVAL. AVOID CONFLICT WITH EXISTING REINFORCEMENT.VERIFY LOCATION OF EXISTING REINFORCEMENT PRIOR TO DRILLING HOLES FOR ADHESIVE ANCHORS.

STEEL:STEEL CONSTRUCTION SHALL CONFORM TO SPECIFICATIONS AND STANDARDS PRESENTED IN THE LATESTEDITION OF AISC STEEL CONSTRUCTION MANUAL.

WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) SPECIFICATIONS FOR BUILDINGCONSTRUCTION D1.1. POWER BRUSH OR GRIND ALL WELDS PRIOR TO COATING.

UNLESS NOTED OTHERWISE, ALL BOLTS, WASHERS, NUTS, ANCHOR RODS, THREADED ADHESIVE ANCHORRODS SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. GALVANIZING SHALL CONFORM TO ASTMA153 FOR STEEL HARDWARE AND ASTM A123 FOR STEEL PRODUCTS. REPAIR OF DAMAGED GALVANIZEDCOATINGS AS THE RESULT OF WELDING, CUTTING, OR MISHANDLING SHALL CONFORM WITH ASTM A780.

COATING FOR STEEL PILES, BRACING AND BRACING CONNECTION CHANNEL SECTIONS, AND PILE CAPSSHALL FOLLOW CONTRACTOR'S CORROSION PROTECTION SYSTEM. ALL STRUCTURAL STEEL IN THETEMPORARY WALKWAY SHALL BE UNCOATED.

UNLESS NOTED OTHERWISE, ALL OTHER STRUCTURAL STEEL SHALL BE HOT-DIPPED GALVANIZED AFTERFABRICATION.

STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

ROD DIAMETER 12" 5

8" 34" 7

8" 1" 1 18" 1 14"

MIN. EMBEDMENT INSTRUCTURAL CONCRETE 41

2" 612" 71

2" 912" 11" 121

2" 1412"

W-SHAPES A992

HP-SHAPES A572, GRADE 50

MISC. SHAPES INCLUDING ANGLES, CHANNELS, BARS, PLATES, ETC. A572, GRADE 50

SQUARE OR RECTANGULAR STEEL TUBING A500, GRADE B

STEEL PIPE A53, GRADE B

STEEL PIPE PILE A252, GRADE 2

REINFORCING SPLICE LENGTH GRADE 60 f'c=4.5 KSI

BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 & #18

SPLICE LENGTH(UNCOATED) 1'-4" 1'-6" 1'-11" 2'-3" 2'-7" 3'-0" 3'-4" 3'-9" 4'-2"

NOTPERMITTED

LEGEND

SHEETOF

DRAWING NO.CALC. BOOKSTRUCTURE NO.DATE

C:\OBEC\PWOBEC01\D0344598\3_GENERAL NOTES .DWG 2020/12/15 08:43

DESIGNER:

CHECKER:

REVIEWER:

DRAFTER:

ACCOMPANIED BY DRAWINGS:DATE REVISION BY

1

2

3

4

5If scale bar does not measure one inch,

then drawing is not to scale

SCALE WARNING

WWW.DOWL.COM

920 Country Club Road, Suite 100BEugene, Oregon 97401

541-683-6090WWW.DOWL.COM

PORT OF NEWPORTDOCK 5 PIER

YAQUINA BAYNEWPORT, OR

Brian Burnham, PE

Kenton Alldritt, PE

Nick Robertson, PE, SE

Anders Lovendahl

NOV 2020 N/A N/A 27GENERAL STRUCTURAL NOTES 3 3

EXISTING OR HIDDEN

NEW

EX. STORM MANHOLE

CATCH BASIN

ORDINARY HIGH WATER

WATER LINE

WATER METER

A. LIVE LOAD:

B. SNOW LOAD:

C. WIND DESIGN:

D. SEISMIC DESIGN:

E. SOIL DESIGN PARAMETERS: ASSUMED NEW ALLOWABLE SOIL BEARING PRESSURE = 3,000 PSF

a. GROUND SNOW LOAD: Pg = 1 PSF

b. DESIGN SNOW LOAD: PF = 20 psf PER OSSC 1608.1

c. EXPOSURE: Ce = 0.9

d. THERMAL FACTOR: Ct = 1.2

e. IMPORTANCE FACTOR: Is = 0.80

a. UNIFORM LOAD ON FIXED DOCK: 50 PSF

b. VEHICLE LOAD ON FIXED DOCK: TOTAL VEHICLE LOAD: 43 TONS. SEEDESIGN VEHICLE LOAD DIAGRAM.

c. LOAD ON GANGWAY: 100 PSF UNIFORM, 1000 LB CONCENTRATED (50PSF UNIFORM FOR DESIGN OF FLOATING DOCK)

d. LOAD ON FLOATING DOCK: 50 PSF UNIFORM, 400 LB CONCENTRATED

e. LOAD ON VEHICLE BARRIERS: 6000 LB CONCENTRATED LOAD PEROSSC 1607.8.3

a. BASIC WIND SPEED (3-SEC GUST): 125 MPH

b. RISK CATEGORY: I

c. EXPOSURE: D

d. INTERNAL PRESSURE COEFFICIENT: Cgi = 0.0

e. EXTERNAL PRESSURE COEFFICIENT: Cgf

= 0.61

a. LONGITUDINAL DIRECTION: STEEL PIPE PILES BENDING ALONG THE LENGTH. TRANSFER OF FORCE FROM PRECAST CONCRETE DECK TO PILETHROUGH ANCHOR BOLTS INTO THE PILE CAP.

b. TRANSVERSE DIRECTION: BRACED FRAME ACTION FROM STEEL PILES AND STEEL PILE BRACES. TRANSFER OF FORCE FROM PRECAST CONCRETE DECK TO PILE THROUGH ANCHOR BOLTS INTO THE PILE CAP.

a. PRECAST CONCRETE: SEE PRESTRESSED SLAB DETAIL SHEET

b. ALL OTHER CONCRETE: 2"

ALL BOLTS, RODS, AND ASSOCIATED HARDWARE SHALL CONFORM TO THEFOLLOWING EXCEPT WHERE SPECIFICALLY INDICATED OTHERWISE:

ITEMS TO BE EMBEDDED IN CONCRETE SHALL BE CLEAN AND FREE OF OIL, DIRT,AND PAINT UNLESS NOTED OTHERWISE.

NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWEDTHROUGH STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OFSTRUCTURAL STEEL IS PERMITTED WITHOUT THE APPROVAL OF THE OWNER ORENGINEER.

ALL STEEL COATINGS DAMAGED DUE TO FIELD WELDING SHALL BE RECOATED PERTHE PROJECT TECHNICAL SPECIFICATIONS.

GANGWAYCONTRACTOR SHALL DESIGN, FABRICATE AND INSTALL GANGWAY. SUBMITGANGWAY DESIGN FOR APPROVAL. DESIGN OF GANGWAY MUST BE BY AREGISTERED PROFESSIONAL ENGINEER IN OREGON.

FLOATING DOCKCONTRACTOR SHALL DESIGN, FABRICATE AND INSTALL NEW FLOATING DOCK TOSUPPORT THE NEW GANGWAY. SUBMIT FLOAT DESIGN FOR APPROVAL. DESIGN OFFLOAT MUST BE BY A REGISTERED PROFESSIONAL ENGINEER IN OREGON.

MECHANICALSUBMIT COMPLETE MATERIAL LIST AND LAYOUT DRAWINGS FOR APPROVALINCLUDING ALL PIPE SEGMENTS, JOINT LOCATIONS, FITTINGS, AND ACCESSORIESREQUIRED FOR A COMPLETE ASSEMBLY.

DEFERRED SUBMITTALSTHE FOLLOWING DEFERRED SUBMITTALS SHALL BE SUBMITTED IN THEIR ENTIRETYTO THE OWNER AND ENGINEER OF RECORD FOR REVIEW AND BUILDINGDEPARTMENT APPROVAL A MINIMUM OF 21 DAYS PRIOR TO FABRICATION. ALLDEFERRED SUBMITTALS SHALL BE STAMPED AND SIGNED BY A DESIGNPROFESSIONAL PRIOR TO SUBMITTAL.

1. GANGWAY2. FLOATING DOCK3. MECHANICAL SYSTEMS

CENTER LINE

1

DESIGN VEHICLE LOAD DIAGRAM

2

UNDERGROUNDTELECOMMUNICATIONS

FIRE HYDRANT

15'-0"

31KIP24KIP

AXLE NO.

NEW LUMINAIRE

MEAN LOW WATER

MEAN LOWER-LOW WATER

MEAN HIGHER-HIGH WATER

HIGH MEAN TIDE

DIESEL FUEL

a. SEISMIC DESIGN CATEGORY: D

b. RISK CATEGORY: I

c. IMPORTANCE FACTOR: Ie = 1.00

d. SITE CLASS: D

e. MAPPED 0.2-SEC SPECTRAL ACCELERATION: SS = 1.706

f. MAPPED 1.0-SEC SPECTRAL ACCELERATION: S1 = 0.763

g. 0.2-SEC MCE SPECTRAL ACCELERATION: SDS = 1.138

h. 1.0-SEC MCE SPECTRAL ACCELERATION: SD1 = 0.763

i. BASIC SEISMIC FORCE RESISTING SYSTEM:LONGITUDINAL DIRECTION: STEEL SPECIAL CANTILEVER COLUMN

TRANSVERSE DIRECTION: STEEL ORDINARY CONCENTRICALLY

BRACED FRAME

j. DESIGN BASE SHEAR: 416 KIPS

k. SEISMIC RESPONSE COEFFICIENT:

LONGITUDINAL DIRECTION: Cs=0.455

TRANSVERSE DIRECTION: Cs=0.350

l. RESPONSE MODIFICATION COEFFICIENT:

LONGITUDINAL DIRECTION: R=2.5

TRANSVERSE DIRECTION: R=3.25

m. ANALYSIS PROCEDURE USED: MODAL RESPONSE SPECTRUM ANALYSIS

3

31KIP

4'-0"

19'-0"

F. UTILITY LOAD:a. LOAD ON GANGWAY: 120 PLF

10/14/19 BUILDING DEPARTMENT REVIEW

1

1

G. FLOOD LOAD:a. ZONE: COASTAL A-ZONEb. FLOOD ELEVATION: DFE = +13.00 FEETc. MAXIMUM WATER VELOCITY: 19.6 FT/Sd. MAXIMUM BREAKING WAVE HEIGHT: 3.0 FTe. DESIGN IMPACT FORCE: 1000 LBS PER ASCE 7-10 C5.4.5f. REFERENCES: ASCE 7-10 CHAPTER 5, FEMA COASTAL CONSTRUCTION MANUAL 2011

CONCRETE:CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE ACIBUILDING CODE (ACI-318) AND 2018 OREGON STANDARD SPECIFICATIONS FORCONSTRUCTION AND THE PROJECT TECHNICAL SPECIFICATIONS.

THE FOLLOWING 28-DAY COMPRESSIVE STRENGTH CONCRETE SHALL BE USED:

a. PRESTRESSED SLABS: SEE GIRDER DETAILS (SHEETS 15, 16, & 17)

b. CAST IN PLACE DECK: CLASS HPC4500

c. ALL OTHER CONCRETE: CLASS 4000

1

1

KCA

12/11/20 GANGWAY LOADING FOR FLOAT DESIGN AND SLAB CONCRETE SHEET REFERENCE KCA

2

2

12/14/20 NOTE ADJUSTMENT BDB

3

EXISTING CITY BOARDWALK

20'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 22'-6"

11'-6

"TYP.

11'-6

"TYP.

4'-0"

BEN

T 1

BEN

T 2

BEN

T 3

BEN

T 4

BEN

T 5

BEN

T 6

BEN

T 7

BEN

T 8

BEN

T 9

PP 24 X 0.750, TYP.

" DOCK"

10415'12"

90, TYP.

N1340'20"W

BRACING, SEESHEET 13, TYP.

1

SHEETOF

DRAWING NO.CALC. BOOKSTRUCTURE NO.DATE

C:\OBEC\PWOBEC01\D0344598\8_FOUNDATION PLAN.DWG 2020/12/15 07:52

DESIGNER:

CHECKER:

REVIEWER:

DRAFTER:

ACCOMPANIED BY DRAWINGS:DATE REVISION BY

1

2

3

4

5If scale bar does not measure one inch,

then drawing is not to scale

SCALE WARNING

WWW.DOWL.COM

920 Country Club Road, Suite 100BEugene, Oregon 97401

541-683-6090WWW.DOWL.COM

PORT OF NEWPORTDOCK 5 PIER

YAQUINA BAYNEWPORT, OR

Brian Burnham, PE

Kenton Alldritt, PE

Nick Robertson, PE, SE

Anders Lovendahl

NOV 2020 N/A N/A 27FOUNDATION PLAN 8 8

FOUNDATION PLANSCALE: 1/8" = 1'-0"

PIPE PILE DETAILSNO SCALE

FOUNDATION GENERAL NOTES:

ALL PILES SHALL BE PP 24 X 0.750 STEEL PILESCONFORMING TO ASTM SPECIFICATION A252 GRADE2 DRIVEN OPEN-ENDED TO A NOMINAL RESISTANCEOF 570 KIPS PER PILE.

DRIVE ALL PILING TO THE SPECIFIED NOMINALRESISTANCE USING DRIVING CRITERIA DEVELOPEDFROM THE FHWA GATES EQUATION.

PROVIDE CORROSION PROTECTION FOR PILESACCORDING TO SPECIAL PROVISIONS

PIPE PILE SPLICE DETAIL

BACKING BAR

B-U4a ORB-U4a-GF

TOP OF BENT PIPE PILE

PILE O.D.+2"

STEEL PIPE PILE

1" THICK PIPE PILE COVER PLATE (ASTM A36)

CUT OFF PIPE PILE AND GRIND ASREQUIRED TO PROVIDE UNIFORMBEARING, MAXIMUM 116" GAP

1/2

PILE

O.D

.+2"

10/14/19 BUILDING DEPARTMENT REVIEW

1

KCA

12/14/20 NOTE ADJUSTMENTS BDB

2

2

11'-6"

11'-1038" (BENT 1)

DOCK

PP 24 X 0.750, TYP.

C 15 X 33.9

W 14 X 176

2'-0

"M

IN.

BEARINGSTIFFENER, TYP.

H

TEMPORARYWALKWAY,SEE SHEET 8

6"

2'-0

"

MUDLINE EL. VARIES

6"

27'-0"

27'-834" (BENT 1)

11'-6"

11'-1038" (BENT 1)

SEE DETAIL "D"

SOFT ROCK EL. -23.5

ESTIMATED 30 FT.

UTILITIES(BY CONTRACTOR)

LUMINAIRE AND JUCTIONBOX, SEE SHEET IL1

BUILD-UP PIECE, SEEDETAIL THIS SHEET

EL. "Y"

1

C 15 CLIP

C 15 BRACE

24" DIA. STEEL PIPE

C 15 X 33.9 X 2'-4" CLIPCTRD. ON BRACE

C 15 X 33.9 BRACE1/8

1/4

SEAL WELD

1/4

BENT

BEARING

SEE CONNECTIONDETAIL THIS SHEET

512"

5" TYP.

1/4

BENT

5" MIN. TOPPING SLAB

SLAB

W 14 X 176 BENT CAP

BEARING BEARING

SEE CONNECTIONDETAIL THIS SHEET

1" PREFORMEDEXPANSIONJOINT FILLER

EXPANSION JOINT

1" JOINT

1/4PP 24 X 0.750

1/4TYP.

1/4

1

1/4TYP.

1/4

34" COPE, TYP.

10

"

10"

1"

10" DIA.BOLT PATTERN

LUMINAIRE ANCHORBOLT DIA. +1/8" HOLE

4" DIA. HOLE FORCONDUIT, CENTERED

PILE CAP

1'-0"1'-6

"

BASE PLATE

JUNCTION BOX WITH1 12" DIA. CONDUIT

HSS 6.000 X 0.375

1/4

HANDHOLE, SEEDETAIL THIS SHEET

114" DIA. THREADED

STEEL ROD WITH NUTS

12" ELASTOMERIC

BEARING PAD,SEE SHEET 22

STOP DECK REINFORCEMENT2" CLEAR OF JOINT

12" x 15" x 0'-5" (BENTS 2 THRU 8), 12" x 5" x 0'-5" (BENTS 1 AND 9),

WITH 138" DIA. HOLES FOR THREADED RODS

12" PREFORMED

EXPANSION JOINT FILLER

34" RADIUS

4" 4" POLE BASE

(3" MIN. MAST ARM)38"

MIN

.

6"

MIN

.

7"

MA

X.

HA

ND

HO

LEO

PEN

ING

38"

MIN

.

38"

MIN.

38"

MIN.

11 2"

MIN

.1 2

"

REMOVABLE RAIN TIGHT HANDHOLE COVER OF0.1196" MIN. THICKNESS STEEL. FASTEN WITH 2BRASS OR (AISI 300 SERIES) STAINLESS STEEL 14"-20UNC DIA. ROUND HEAD SET SCREWS. NO COVERATTACHMENT THAT RESTRICTS USE OF HANDHOLEWILL BE PERMITTED EXCEPT 2- 14" DIA. X 78" LONGTYPE 308, 309, OR 310 STAINLESS STEELCOUPLING NUTS WELDED TO HANDHOLE FRAME(TOP & BOT.) WHEN OPENING IS AT LEAST 61

2" HIGH

NET AREA OF BAR FORMINGHANDHOLE FRAME SHALL NOT BE LESSTHAN 60% OF POLE CROSS SECTIONREMOVED. POLE SECTION PROPERTIESSHALL BE MAINTAINED AT HANDHOLE

1.5 "t" MIN.

SHEETOF

DRAWING NO.CALC. BOOKSTRUCTURE NO.DATE

C:\OBEC\PWOBEC01\D0344598\13_BENT DETAILS.DWG 2020/12/15 08:43

DESIGNER:

CHECKER:

REVIEWER:

DRAFTER:

ACCOMPANIED BY DRAWINGS:DATE REVISION BY

1

2

3

4

5If scale bar does not measure one inch,

then drawing is not to scale

SCALE WARNING

WWW.DOWL.COM

920 Country Club Road, Suite 100BEugene, Oregon 97401

541-683-6090WWW.DOWL.COM

PORT OF NEWPORTDOCK 5 PIER

YAQUINA BAYNEWPORT, OR

Brian Burnham, PE

Kenton Alldritt, PE

Nick Robertson, PE, SE

Anders Lovendahl

NOV 2020 N/A N/A 27BENT DETAILS 13 13

DETAIL "D"SCALE: 1/2" = 1'-0"

BENT ELEVATIONSCALE: 3/16" = 1'-0"

TYPICAL SECTION - BENTS 2 THRU 8SCALE: 1/2" = 1'-0"

TYPICAL SECTION - BENT 1 (BENT 9 SIMILAR)SCALE: 1/2" = 1'-0"

NOTE:FOR INFORMATION NOT SHOWN, SEE"TYPICAL SECTION - BENTS 2 THRU 8"

BEARING STIFFENERSSCALE: 1 1/2" = 1'-0"

BASE PLATESCALE: 3" = 1'-0"

LUMINAIRE BUILD-UPSCALE: 1 1/2" = 1'-0"

BENT H* ELEV Y

1 5'-9" 12.76

2 6'-11" 12.86

3 7'-9" 12.96

4 8'-10" 13.06

5 8'-11" 13.16

6 9'-0" 13.25

7 10'-1" 13.35

8 11'-0" 13.45

9 11'-0" 13.56

NOTE:PILES, CROSS BRACING AND PILECAPS TO BE PART OF CORROSIONPROTECTION SYSTEM. SEE SPECIALPROVISIONS.

*CONTRACTOR TO VERIFY MUDLINEELEVATIONS AND ADJUST ACCORDINGLY.H=11'-0" MAX.

CONNECTION DETAILBENTS 2 THRU 8 SHOWNBENTS 1 AND 9 SIMILAR

SCALE: 1" = 1'-0"

HANDHOLE DETAILSCALE: 3" = 1'-0"

10/14/19 BUILDING DEPARTMENT REVIEW

1

KCA

12/14/20 NOTE ADJUSTMENT BDB

2

514"

HARDENED STEEL WASHER7

8" DIA. H.S. TIE ROD (A449),21

2" MIN. THREAD EACH END

1 3

4"

@ T

IE R

OD

CL

(21 2

" D

EPT

H M

AY B

E U

SED

FO

RSL

ABS

WIT

H A

N A

PPR

OPR

IAT

ER

EDU

CT

ION

IN

TIE

RO

D L

ENG

TH

S

90

HARDENED STEEL WASHER

3"

6"

38"25

8"38" 25

8"

38"

258"

BEARING 1 X 412 X 0'-41

2"(A36) WITH 1" DIA. (CENTERED)HOLE FOR 78" DIA. TIE ROD

NUTS TAPPED OVERSIZE(TO FIT TIE ROD THREADS)AND LUBRICATED

DTI WITH PROTRUSIONS TOWARDNUT WITH CIRCULAR HARDENEDSTEEL WASHER ON TURNED NUT

6 M

AX.

BEARING 1 X 412 X 41

2 (A36) WITH 1" DIA.(CENTERED) HOLE FOR 78"DIA. TIE ROD

NOTE:FORM RECESS BEARING AREAPERPENDICULAR TO TIE RODAS SHOWN. USE DETAIL "B" ATTENSIONING END OF TIE ROD.

558"

38"

258"25

8"

DEFLECTED STRAND

38"

2 5

8"

3"

TIE ROD HOLE

SPREAD DEFLECTEDSTANDS TO CLEAR TIEROD HOLES AS SHOWN

DTI WITH PROTRUSIONS TOWARDNUT WITH CIRCULAR HARDENEDWASHER UNDER TURNED NUT

1"

MIN

.1

"

MIN

.

DEFLECTED STRAND

90

DEFLECT BAR DOWNWARDAT POST ANCHORAGE

3"

TRAFFIC RAIL ANCHORASSEMBLY AS DETAILED ON RAILDRAWINGS OR APPROVED EQUAL

HARDENED CIRCULAR STEEL WASHER

MILL BOTH ENDS OF TIE ROD.USE WRENCH TO PREVENT TIE RODFROM TURNING WHEN TENSIONING.

HARDENEDSTEEL WASHER

NON-TURNED ENDNUT IN BLOCKOUTS DTI WITH PROTRUSIONS

POINTING TOWARD NUT

BEARING

1 2"

12"

THREAD 212"

EACH END

78" DIA. TIE ROD

(A449) X 8'-2" LONG ATINTERIOR SLABS AND 8'-4"LONG AT EXTERIOR SLABS

BOTTOM OF SLAB OR BOX CHAMFERS

1 2"

- 3

4"

1 4"

MA

X.

BEARING

TOP OF SLAB

SLAB BOTTOM MAY BECHAMFERED TO PREVENTBREAKING OF CORNERS ATTRANSFER OF PRESTRESS

CORNER MAY BECHAMFERED1" MAX. AS SHOWN

7" COS-

1"

FILL KEYWAY TO TOP WITHGROUT. TAPER GROUT WHENSLAB CAMBERS DO NOT MATCH

KEYWAY GROUT

61

INSERT BACKER ROD WHEREREQUIRED TO SEAL JOINT

BEARING

SHEETOF

DRAWING NO.CALC. BOOKSTRUCTURE NO.DATE

C:\OBEC\PWOBEC01\D0344598\16_GIRDER DETAILS.DWG 2020/12/11 10:33

DESIGNER:

CHECKER:

REVIEWER:

DRAFTER:

ACCOMPANIED BY DRAWINGS:DATE REVISION BY

1

2

3

4

5If scale bar does not measure one inch,

then drawing is not to scale

SCALE WARNING

WWW.DOWL.COM

920 Country Club Road, Suite 100BEugene, Oregon 97401

541-683-6090WWW.DOWL.COM

PORT OF NEWPORTDOCK 5 PIER

YAQUINA BAYNEWPORT, OR

Brian Burnham, PE

Kenton Alldritt, PE

Nick Robertson, PE, SE

Anders Lovendahl

NOV 2020 N/A N/A 27GIRDER DETAILS 2 of 3 16 16

GENERAL NOTES FOR PRESTRESSED:

SLABS ARE DESIGNED FOR LIVE AND SUPERIMPOSED DEAD LOADING AS SHOWN IN THE GENERAL NOTESFOR THE PROJECT.

PROVIDE THE CLASS OF CONCRETE SHOWN IN THE SLAB SCHEDULE WITH NOMINAL MAXIMUM SIZE

AGGREGATE OF 1 OR 34. CONCRETE IN SLABS SHALL BE "HIGH PERFORMANCE CONCRETE" (HPC).

TRANSFER PRESTRESS AFTER THE CONCRETE REACHES THE MINIMUM CONCRETE STRENGTH AT TRANSFERSHOWN IN THE SLAB SCHEDULE.

SELECT A KEYWAY GROUT FROM THE OREGON DEPARTMENT OF TRANSPORTATION QUALIFIED PRODUCTSLIST (QPL) FOR FILLING KEYWAYS, LIFTING BLOCKOUTS AND TIE ROD BLOCKOUTS.

ALLOW TRAFFIC ON THE BRIDGE ONLY AFTER KEYWAY GROUT HAS REACHED DESIGN STRENGTH.

PROVIDE REINFORCING STEEL AS SPECIFIED IN THE GENERAL NOTES FOR THE PROJECT. PROVIDE SMOOTHDOWELS CONFORMING TO AASHTO M31, GRADE 60 (ASTM A615, GRADE 60).

PROVIDE 12" DIAMETER 7 WIRE LOW RELAXATION PRESTRESSING STEEL STRAND CONFORMING TO AASHTOSPECIFICATION M203 (ASTM A416), GRADE 270 SUPPLEMENT 1.

TENSION STRAND INITIALLY TO 31.0 KIPS PER STRAND. DEBOND STRANDS WHERE SPECIFIED USINGEITHER SPLIT OR SOLID PLASTIC SHEATHING WITH A MINIMUM WALL THICKNESS OF 0.025".

PROVIDE HIGH STRENGTH TIE RODS CONFORMING TO ASTM A449. PROVIDE HEAVY HEXAGON NUTSCONFORMING TO ASTM A563. PROVIDE HARDENED STEEL WASHERS CONFORMING TO ASTM F436.HOT-DIP GALVANIZE TIE RODS, PLATES, NUTS AND WASHERS (EXCEPT DTIS) AFTER FABRICATION.

TIGHTEN TIE RODS TO 39 KIPS (MINIMUM) USING MECHANICALLY GALVANIZED DIRECT TENSIONINDICATORS (DTIS) CONFORMING TO ASTM F959.

TIGHTEN ALL TIE RODS TO ABOUT ONE HALF THE SPECIFIED TENSION BEFORE PROCEEDING WITH FINALTENSIONING.

KEEP SLABS UPRIGHT AT ALL TIMES. SUPPORT THEM WITHIN 2'-0" OF THE ENDS DURING STORAGE (TOPREVENT EXCESSIVE CAMBER, OVERSTRESS OR FAILURE). LOCATE TRANSPORT SUPPORTS AND LIFTINGDEVICES WITHIN 2'-0" OF THE ENDS OF SLABS. TRANSPORT SLABS AFTER THE CONCRETE HAS REACHEDTHE 28 DAY DESIGN STRENGTH AND A MINIMUM OF 7 DAYS AFTER CASTING.

DETAIL "B"TENSIONING END

DETAIL "A"NON-TENSIONING END

RAIL ANCHORAGE DETAILS

TIE ROD DETAIL

KEYWAY GROUT DETAILPLAN

PARTIAL ELEVATION CHAMFER DETAIL

1

12/11/2020 CONCRETE CLASS FOR SLABS KCA

2021

GANGWAY

DEP

TH

AS

REQ

'D T

O M

EET F

REE

BO

ARD

SYNTHETIC FLOTATION MATERIALTO BE PERMANENTLY ENCAPSULATED

GRATING WITH OPEN AREA OF AT LEAST50% OF THE TOTAL SURFACE AREA

CONNECTION TO EXISTING FLOATINGDOCK BY GANGWAY FLOAT DESIGNER.STRUCTURAL CONNECTION MAY BEREQUIRED TO MEET FREEBOARDREQUIREMENTS OF SPECIFICATION 00598.BALLAST NEW FLOAT DURINGCONNECTION TO EXISTING FLOATS MAYBE NECESSARY TO MEET FREEBOARDREQUIREMENTS.

EXISTING FLOATING DOCK.

ROLLER GUIDE TRACK

SEE SPECIALPROVISIONS FORFREEBOARDREQUIREMENTS

.

JUNCTION BOX ANDWIRING PERELECTRICAL PLANS,SEE SHEET IL3 AND IL4

NEW 85'-0" GANGWAY

15'-3"*

NEW GANGWAY FLOATTO MATCH EXISTING SIZE

19

'-0"*

EXISTING FLOATING DOCKSTO REMAIN, TYP. BALLASTNEW FLOAT DURINGCONNECTION TO EXISTINGFLOATS MAY BE NECESSARYTO MEET FREEBOARDREQUIREMENTS.

EXISTING FLOAT TRANSITIONPIECE TO BE REMOVED ANDREPLACED WITH FIBERGLASSPROTRUDED GRATING, MAXSLOPE ON TRANSITION PIECE IS1:12 AND SHALL BE FULL WIDTHOF EXISTING WALKING SURFACE.TYPICAL 3 LOCATIONS*

SHEETOF

DRAWING NO.CALC. BOOKSTRUCTURE NO.DATE

C:\OBEC\PWOBEC01\D0344598\21_GANGWAY FLOAT DETAILS.DWG 2020/12/11 10:57

DESIGNER:

CHECKER:

REVIEWER:

DRAFTER:

ACCOMPANIED BY DRAWINGS:DATE REVISION BY

1

2

3

4

5If scale bar does not measure one inch,

then drawing is not to scale

SCALE WARNING

WWW.DOWL.COM

920 Country Club Road, Suite 100BEugene, Oregon 97401

541-683-6090WWW.DOWL.COM

PORT OF NEWPORTDOCK 5 PIER

YAQUINA BAYNEWPORT, OR

Brian Burnham, PE

Kenton Alldritt, PE

Nick Robertson, PE, SE

Anders Lovendahl

NOV 2020 N/A N/A 27GANGWAY FLOAT DETAILS 21 21

PLANSCALE: 1" = 5'-0"

* CONTRACTOR TOFIELD VERIFY SIZES

NOTE:ROLLER GUIDE TRACK TO ACCOMMODATE 2'-0" OFANTICIPATED HORIZONTAL GANGWAY MOVEMENT

SECTIONSCALE: 1/2" = 1'-0"

NOTE:COORDINATE JUNCTION BOX LOCATION AND SIZEWITH ELECTRICAL PLAN AND DETAILS, SHEETS IL1-IL4.

DESIGN NOTE:ESTIMATED UNFACTORED REACTION FROM GANGWAY:

DEAD LOAD = 4,000 LBS.LIVE LOAD = 12,750 LBS.UTILITY LOAD = 5,100 LBS.

12/11/2020 FLOAT DESIGN LOADING AND CONNECTION DETAILS KCA

1

1

1

1

1

2021