OREGON_COAST_IndustryDay_20180907.pdf

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OREGON COAST JETTIES

INDUSTRY DAY

Jerry Otto, Project Manager

Rod Moritz PE, Regional Technical Expert

Karen Garmire, PE, Division Construction Engineer

David Boone, Contracting Specialist

Richard Gunsolus, RG, Geologist

Portland, Oregon

September 7, 2018

AGENDA

Introductions

Disclaimer and Instructions

Portland District Jetties Overview & Purpose

MCR South Jetty

Port Orford Breakwater

Tillamook Jetties

Coos Bay Jetty

DISCLAIMER

This event is open to all contractors and is not restricted to those currently under contract with the U.S. Army Corps of Engineers.

This event is to introduce this project to the Industry and improve the Industry's understanding the MCR Jetties requirements.

Everything presented here today is informal and does not qualify as the terms and conditions of the solicitation.

Internal source selection plans and procedures will not be discussed today.

HOW TO SUBMIT QUESTIONS OR COMMENTS

Submit all questions or comments in writing. All inquiries regarding the jetties are to be submitted via ProjNet-Bid..

Telephone and email inquiries will not be accepted.

ProjNet-Bid can be accessed through ProjNet at https://www.projnet.org/projnet/.

► The Bidder Inquiry Key is: XDRR8D-VNFEB2.

Note: This Presentation and Inquiries instructions will be available via FedBizOps (FBO) under NWP_Jetty Industry Day.

https://www.projnet.org/projnet/

OREGON COAST JETTIES INDUSTRY DAY AGENDA

PURPOSE

Bring contractor awareness and interest to upcoming jetty repairs along the Oregon

Coast.

PROJECTS

• South Jetty Major Rehabilitation

• Tillamook Jetties Repair

• Coos Bay North Jetty Repair

• Port Orford Breakwater Repair

PROJECTED TONNAGE BY PROJECT

100,000

200,000

300,000

400,000

MCR SOUTH

JETTY

TILLAMOOK COOS BAY PORT ORFORD

360,000

120,000 100,000

30,000

PROJECTED STONE ACQUISITION & CONSTRUCTION SCHEDULE

2019 2020 2021 2022 2023 2024

MCR South Jetty

Tillamook

Coos Bay

Port Orford

TYPICAL STONE TESTING REQUIREMENTS

Unit weight Not less than 165.0 pcf (175-185 pfc may be required)

Absorption Not more than 5.0 percent

Abrasion - 500 revolutions Not more than 20.0 percent loss (by weight)

Magnesium sulfate soundness - 5 cycles Not more than 15.0 percent loss (by weight)

Accelerated expansion Not more than 15.0 percent breakdown (by weight) or piece count

*Lab results only considered if testing conducted within last 5 years

**Tests must be conducted by a USACE validated lab

SUPPLEMENTAL STONE TESTING REQUIREMENTS

Wetting and drying – 80 cycles Not more than 15.0 percent loss (by weight)

Freezing/thawing – 100 cycles Not more than 15.0 percent loss (by weight)

Petrographic examination Absence of weakness or materials that could result in significant stone alteration and reduction in durability

X-ray analysis (spectrographic and diffraction) Absence of deleterious clays or other minerals that could result in significant deterioration of rock quality

(Used when questionable standard test results are obtained or with uncommon stone types)

Remnant concrete head

Jetty Root

Jetty Trunk

Jetty Terminus

MOUTH OF COLUMBIA RIVER - SOUTH JETTY

Root

Trunk

Terminus

Remnant concrete head

Clatsop Spit

Clatsop Spit View to East

View to West

SOUTH JETTY REHABILITATION

Implementation Considerations:

• Site Access/Configuration o Environmental Stewardship o Material Handling o Staging/Storage

• Jetty Features & Design o Root Rehab o Trunk Rehab o Terminus Stabilization o Spur Groins

• Current Armor Stone Volume Estimates

SOUTH JETTY ENVIRONMENTAL CONDITIONS

SOUTH JETTY ENVIRONMENTAL CONDITIONS

Clatsop

Spit

MCR

ocean side channel side

Clatsop

Spit

MCR

ocean side channel side

Snap-shot of wave action during storm similar to 17-18 JAN 18

Time-average of wave action during storm similar to 17-18 JAN 18

Wave height along South Jetty for this storm event

Ocean Side = 12 to 30 feet

Channel Side = 3 to 8 feet

SOUTH JETTY REHABILITATION AREA: OVERALL PROJECT AREA

Land access to South Jetty is through Ft. Steven State Park

Current jetty terminus

Cultural resources area

Wetlands

Parking lot B

Parking lot D

Parking lot C 1982 Haul road

Sate Park road

Observation tower

1982 Barge LZ

SOUTH JETTY SITE STAGING AND HAUL ROADS

Peacock Spit

Maintain access to beach

Wetlands (protect)

KTR use parking lot D

Public access parking lot D

Optional MOLF staging area 4.2 acres

Optional Material

Offloading Facility (MOLF)

Clatsop Spit Haul Road

KTR use parking lot C

Public access parking lot C

Cultural Resource Area

Jetty Crest

Access Road

Jetty Root staging area 4.2 acres

SOUTH JETTY STAGING & STONE STORAGE

Material Offload

Facility

1982 Site Plan

Wetlands Haul Road

Material Offload Staging

Area (~4.2 ACRES)

Fence Off

Contractor Area

(~1.0 ACRES)

Additional Contractor Use

Area (stone storage potential) along Haul Road

(~3.0 ACRES)

Primary stockpile: 125,000 tons

Jetty root staging: 49,000 tons

Material offload staging: 42,000 tons

Addtl. contractor use area: 30,000 tons

Total= 246,000 tons= ~3 years

1 acre of stone storage= 10,000 tons

1 year of stone placed= 100,000 tons

Primary Stockpile

Area (~12.5 ACRES)

Jetty Root Staging

Area (~4.9 ACRES)

Material Offload

Facility

Wetlands Haul Road

Material Offload Staging

Area (~4.2 ACRES)

Fence Off

Contractor Area

(~1.0 ACRES)

Additional Contractor Use

Area (stone storage potential) along Haul Road

(~3.0 ACRES)

SOUTH JETTY OPTIONAL

MATERIAL OFFLOADING FACILITY (MOLF)

• The government conducted a preliminary design to ensure o Up to a 15,000 ton barge could be moored within the identified

MOLF location o Compliance with the marine mammal protection act letter of authorization for conducting vibratory pile driving activities at the south jetty.

• If used, the contractor is fully responsible for design verification by a qualified professional engineer.

SOUTH JETTY OPTIONAL MOLF: CONCEPT

SOUTH JETTY OPTIONAL MOLF: CONCEPTUAL CROSS-SECTION

SOUTH JETTY OPTIONAL MOLF: PLAN VIEW

Anticipated use of sediment dredged for barge access to MOLF

• FILL within MOLF or upland staging.

• Shoreface stability/erosion control to address shore adjustment in response to MOLF.

SOUTH JETTY OPTIONAL MOLF

SOUTH JETTY REHABILITATION

SOUTH JETTY ROOT REHABILITATION

• Jetty root extends from STA 153+50 to

STA 175+00

• Section of jetty has never been repaired

• Designed to help protect eroding dune and remain stable on seasonally active beach

• Land-based construction, with template designated to avoid impacts to cultural artifacts

• Only location where jetty stone is placed on sand (above relic stone).

-70

-60

-50

-40

-30

-20

-10

-100 -80 -60 -40 -20 0 20 40 60 80 100

E le v a ti o n ft

N A

V D

Distance from Jetty Centerline (ft)

Design Template for South Jetty Rehabilitation: STA 156+50 Compared to 2006, 2014, and 2017 Survey Data

Design Template

156+00 in 2017

156+50 in 2014

156+50 in 2006

CE (crest elevation) = +25.1 ft NAVD, OFFSET 5 ft north of CL

CW (crest width) = 25 ft

Lowest expected elevation for implementing Jetty Repair Template

= 7 ft NAVD

Ocean Side of Jetty Channel Side of Jetty

CE

Toe elevation for design template varies based on point of intersection bewteen:

1) stable armor stone mass of existing cross-section, and

2) grade line of repair template.

*Sideslopes for completed template grade = 1V:1.5H for Ocean Side

Channel Side ties-into existing grade as a revetment

View to west/offshore

REHAB TEMPLATE DETAILS

Template Neatline Tolerance = +2 and -1 ft from design grade elevation

CL

0 ft NAVD88 = 0.1 ft MLLW based on 1992 NTDE and NOAA VDATUM

CW

Armor Stone Details W50 = 4 tons, 90% is 3 to 6 tons

10% is 1 to 3 tons

Beach

Dune

Place 18” of 1-50 lb quarry-run as bedding filter layer, between new armor stone and sand substrate layer

All armor stone placed with design template is to be placed using “Selective Placement”

Excavate existing terrain as needed to construct design template as shown

SOUTH JETTY TRUNK REHABILITATION (1/2)

• Jetty trunk design-1 extends from

STA 175+00 to STA 295+00

• Template optimized to minimize stone quantity

• Larger wave heights on ocean side

• Stone size range from 10-32 tons (ocean)

• All placement on top of relic stone

-70

-60

-50

-40

-30

-20

-10

-100 -80 -60 -40 -20 0 20 40 60 80 100

E le v a ti o n ft

N A

V D

Distance from Jetty Centerline (ft)

Design Template for South Jetty Rehabilitation: STA 216+00 Compared to 2006, 2014, and 2017 Survey Data

Design Template

216+00 in 2017

216+00 in 2014

216+00 in 2006

CE (crest elevation) = +25.1 ft NAVD, OFFSET 0 ft south of CL

CW (crest width) = 30 ft

Lowest expected elevation for implementing Jetty Repair Template

= 0 ft NAVD

Ocean Side of Jetty Channel Side of Jetty

CW

CE

Toe elevation of design template varies based on point of intersection bewteen:

1) stable armor stone mass of existing cross-section, and

2) grade line of repair template.

*Sideslopes for completed template grade = 1V:1.5H for Channel Side = 1V:2H for Ocean Side

View to west/offshore

REHAB TEMPLATE DETAILS

Template Neatline Tolerance = +2 and -1 ft from design grade elevation

CL

0 ft NAVD88 = 0.1 ft MLLW based on 1992 NTDE and NOAA VDATUM

Armor Stone Details Ocean: W50 = 21 tons, 90% is 16 to 32 tons

10% is 10 to 20 tons Channel: W50 = 14 tons, 90% is 11 to 21 tons

10% is 6 to 11 tons

All armor stone placed within design template is to be placed using “Selective Placement”

SOUTH JETTY TRUNK REHABILITATION (2/2)

• Jetty trunk design-2 extends from

STA 295+00 to STA 310+00

• Template optimized to reduce stone quantity, provide resilience, and ensure constructability

• Very large wave heights on ocean side

• Stone size range from 8-32 tons (ocean)

• All placement on top of relic stone

-70

-60

-50

-40

-30

-20

-10

-100 -80 -60 -40 -20 0 20 40 60 80 100

E le v a ti o n ft

N A

V D

Distance from Jetty Centerline (ft)

Design Template for South Jetty Rehabiliation: STA 306+50 Compared to 2006, 2014, and 2017 Survey Data

Design Template

306+50 in 2017

306+50 in 2014

306+50 in 2006

CE (crest elevation) = +25.1 ft NAVD, is OFFSET 5 ft south of CL

CW (crest width) = 30 ft

Lowest expected elevation for implementing Jetty Repair Template

= - 2 ft NAVD

Ocean Side of Jetty Channel Side of Jetty

CW

CE

Toe elevation of repair template varies based on point of intersection bewteen:

1) stable armor stone mass of existing cross-section, and

2) fall line (grade) of repair template.

*Sideslopes for completed template grade = 1V:1.5H for Channel Side = 1V:2H for Ocean Side

View to west/offshore

REHAB TEMPLATE DETAILS

Template Neatline Tolerance = +3 and -1 ft from design grade elevation

CL

0 ft NAVD88 = 0.1 ft MLLW based on 1992 NTDE and NOAA VDATUM

Armor Stone Details * Ocean: W50 = 21 tons, 90% is 16 to 32 tons

10% is 8 to 16 tons Channel: W50 = 14 tons, 90% is 11 to 21 tons

10% is 6 to 11 tons

* Armor stone density = 180 lb/cu ft

All armor stone placed within design template is to be placed using “Selective Placement”

Interior armor

SOUTH JETTY TERMINAL END STABILIZATION

• Terminal end stabilization extends from

STA 311+50 to STA 313+00

• Template optimized to reduce stone quantity, provide resilience, and ensure constructability

• Very large wave heights on ocean and channel side

• Stone size range from 13-39 tons (ocean)

• All placement on top of relic stone

-70

-60

-50

-40

-30

-20

-10

-100 -80 -60 -40 -20 0 20 40 60 80 100

E le v a ti o n ft

N

A V

D

Distance from Jetty Centerline (ft)

Design Template for South Jetty Rehabilitation: STA 311+50 - Terminus Compared to 2006, 2014, and 2017 Survey Data

Design Template

311+50 in 2017

311+50 in 2014

311+50 in 2006

CE (crest elevation) = +22.1 ft NAVD, is OFFSET 0 ft south of CL

CW (crest width) = 40 ft

Lowest expected elevation for implementing Jetty Repair Template

= - 2 ft NAVD

Ocean Side of Jetty Channel Side of Jetty

CW

CE

Toe elevation of design template varies based on point of intersection bewteen:

1) stable armor stone mass of existing cross-section, and

2) grade line of repair template.*Sideslopes for completed template grade

= 1V:2H for Channel Side = 1V:2H for Ocean Side

View to west/offshore

REHAB TEMPLATE DETAILS

Template Neatline Tolerance = +3 and -1 ft from design grade elevation

CL

0 ft NAVD88 = 0.1 ft MLLW based on 1992 NTDE and NOAA VDATUM

Armor Stone Details* Ocean: W50 = 26 tons, 90% is 20 to 39 tons

10% is 13 to 24 tons Channel: W50 = 26 tons, 90% is 20 to 29 tons

10% is 13 to 24 tons

* Armor stone density = 180 lb/cu ft

All armor stone placed with design template is to be placed using “Selective Placement”

Interior armor

-110

-90

-70

-50

-30

-10

309+00309+50310+00310+50311+00311+50312+00312+50313+00313+50314+00314+50315+00

D is ta n ce f ro m

J et ty C e n te rl in e, f t

Jetty Station, ft

Plan View - South Jetty Terminal End Stabilization

-5 ft NAVD

-5 ft NAVD

-5 ft NAVD -5 ft NAVD

0 ft NAVD

0 ft NAVD

0 ft NAVD 0 ft NAVD

12 ft NAVD 12 ft NAVD

22 ft NAVD

22 ft NAVD 25 ft NAVD

25 ft NAVD

Transition Zone – Crest changing from 25 ft NAVD to 22 ft NAVD and width from 30 ft to 40 ft

Jetty Terminal End Template: Crest width 40 ft with crest elevation at 22 ft NAVD

Jetty Trunk Design Template: Crest width 30 ft with crest elevation at 25 ft NAVD

Jetty Crest

Toe Berm

Channel Side

Ocean Side

V

:2 H

V

:2 H

1V :2

H

1V :2

H

1V :2

H

1V :2

H

1V :2

H

V :2

H

V

:1 .5

H

SOUTH JETTY TERMINAL END

SOUTH JETTY SPUR GROIN CONSTRUCTION

Previously constructed jetty spur groins

New proposed spurs

Proposed new spur groins to be constructed at STA

250+00 and STA 270+00

SOUTH JETTY SPUR GROIN CONSTRUCTION

• Two spur groins (STA 250+00 and STA 270+00)

• Submerged features to protect jetty toe from scour

• 4,500CY of stone total

• Marine- or Jetty-based construction

SOUTH JETTY STONE CLASSES & ESTIMATED TONNAGE

NOTE: Typical stone size can vary between 0.75 – 1.50 of W50

MEASUREMENT AND PAYMENT:

PROPOSED SPECIFICATION FOR JETTY

STONE PAYMENT

The quantity determined as stated above will be paid for at 70% of the contract price per cubic yard (CY) for Stone procured and delivered under CLIN XXXX, X Stone; which price and payment will constitute full compensation for placement of the stone in the storage/staging area in accordance with drawings and these.

The remaining 30% payment will constitute full compensation for placement of the stone on the jetty in accordance with drawings and these specifications. Rework of existing jetty stones and all surveys are included in the unit cost.

Payment will not be made for unsuitable stone, road building material, or materials placed beyond the boundary of the storage/staging area. Unsuitable material, or stone fragments weighed and delivered to the site will be re-weighed by an on-site scale, by a loader with a load cell, or estimated by the GQAR and such volume deducted from the material measured for payment.

SOUTH JETTY MAJOR REHABILITATION IN PROGRESS REVIEW

CONCLUSION

QUESTIONS / COMMENTS

PORT ORFORD BREAKWATER

Breach Breakwater Head

PORT ORFORD BREAKWATER SITE MAP

Product Cranes (2)

M isc . Storage

Dry -Stack

Moorage

Fort

Point

Huge Rock

Private Fish

Processing Plant

Battle Rock

25 -ton Crane Hoist

15 -ton Crane Hoist

Breakwater

Turning Basin and

Federal Navigation

Channel N

U SACE Aerial 2010

Dock Road

5 th Street

Port

Dock

Port

Office

Port Beach

Federal Channel

Location of breach, between Stations 7+00 and 9+00

PORT ORFORD BREAKWATER PROPOSED REPAIR FOOTPRINT

• Elevation of the breakwater crest would be raised to elevation

+27.5 feet NADV88

(+28 feet MLLW)

• Width of the crest ~30 feet.

• The structure side slopes would be 1V:2

H on the seaward

(west‐facing) side and

1V:1.5H on the leeward

(east‐facing or harbor) side.

Mandatory

Breach Repair

PORT ORFORD BREAKWATER STONE SIZE AND TONNAGE

Estimated armor stone total for all repair areas:

Quantity: 25,000 to 30,000 tons

Armor size: 25 to 35 tons

Density: 170 pcf to 185 pcf

PORT ORFORD BREAKWATER STAGING AND ACCESS AREAS

• Option to barge rock in and conduct some or all work from barge.

• Dredging between channel and breakwater will be allowed.

PORT ORFORD BREAKWATER POTENTIAL CONSIDERATIONS

• Constrained or restricted material delivery and equipment access to the project site.

• Access through public port area.

• Exposed nature of the project area to SW wave conditions.

• Potential loading concerns of the dock area.

• Transport and placement of large/dense armor stones.

• Contract will have Mandatory and Optional items.

o Mandatory: Breach – Station 7+00 to 9+00.

o Optional: Head and root – Based on funding.

Questions/Comments?

TILLAMOOK JETTIES

TILLAMOOK JETTIES REPAIR PROJECT LOCATION

TILLAMOOK JETTIES REPAIR AREAS

TILLAMOOK JETTIES PROJECT AREA OVERVIEW

Access to Tillamook South Jetty

South Jetty Access Road

Washed Out Section

South Jetty

South Jetty Head

North Jetty

Root Repair Area

Channel Side

TILLAMOOK JETTIES STONE SIZE AND TONNAGE

Estimated Armor Stone:

• North Jetty: 10 to 15 ton stone; 25,000 tons

• South Jetty: 20 to 40 ton stone; 100,000 tons o 1/3 of South Jetty stone > 175 lbs/ft3

TILLAMOOK JETTIES POTENTIAL CONSIDERATIONS (1/2)

• Material delivery and equipment access to construction site may need to transit the Tillamook South Jetty access road along the embayment.

• Sensitive Snowy Plover, vegetation, and wetland areas in project area must be avoided.

o Restricted to a one lane haul road with turnouts, and the haul road near the plover area will be closed March 15 - September 15. Some construction activities will be restricted during that time window as well.

TILLAMOOK JETTIES POTENTIAL CONSIDERATIONS (2/2)

• Construction activities should minimize impacts to the foredune in the project area.

• Transport and placement of large/dense armor stones.

• South Jetty has not been repaired since 1979 original construction. No relic base to build on. Significant work below water.

• Exposed jetty repair sections particularly at the jetty head.

Receding

Head

Remnant

Jetty

Log Spiral

EmbaymentNorth

Spit

North

Coos

Head

July 2002 photo

Pacific Ocean

COOS BAY NORTH JETTY PROJECT AREA

COOS BAY NORTH JETTY PROJECT AREA

COOS BAY NORTH JETTY REHABILITATION AREAS

ROOT: STA 43+00 TO 54+00

TRUNK: STA 62+50 TO 82+50

HEAD: 82+50 TO 86+20

COOS BAY NORTH JETTY OFFLOADING AND STAGING

COOS BAY NORTH JETTY STONE ESTIMATED TONNAGE

Stone Class (jetty stationing)

Minimum stone

Density (pcf)

Design Stone

Median Weight

W50 (tons)

Design Stone

Median Cubic

Dimension D50 (ft)

Total Volume to fill repair template, Vt

(CY)

Quantities required to fill Repair

Template assuming 30% Void Space

Volume of

Stone, Vs

(CY)

Weight of Stone, Ws

(tons)

A-stone (82+50 to 86+00)

175 37 7.5 21,429 15,000 35,438

B-stone (82+50 to 86+20)

192 25 6.4 7,143 5,000 12,960

C-stone (75+00 to 82+50)

170 18 6.0 3,439 2,407 5,525

D1-stone (62+50 to 75+00)

170 10 4.9 10,068 7,048 16,175

D2-stone (47+00 to 54+00)

170 10 4.9 8,344 5,841 13,405

E-stone (43+00 to 47+00)

170 8 4.5 8,395 5,876 13,486

Total 58,818 41,172 96,988

* Stone density and W50 may be updated before advertisement

Landward Original

Root Of North Jetty

COOS BAY NORTH JETTY

Root of North Jetty

Landward of Last Repair

Trunk of North Jetty

Channel side: Head of

COOS BAY NORTH JETTY POTENTIAL CONSIDERATIONS

• Material delivery and equipment access to construction site must transit the

Coos Bay North Spit

• Sensitive Snowy Plover and vegetation areas in project area must be avoided.

Specific work windows may apply.

o Restricted to a one lane haul road with turnouts, and the haul road through the plover area will be closed March 15 - September 15. Some construction activities will be restricted during that time window as well.

• Construction activities should minimize impacts to the foredune in the project area.

• Transport and placement of large/dense armor stones.

• Exposed jetty repair sections particularly at the jetty head.

COOS BAY NORTH JETTY REPAIR