267001_US Moorings Beam Inspection_Inspection Report.pdf

(800) 547-5411

(503) 692-6900 wwsi.com info@wwsi.com

20675 SW 105th Ave.

P.O. Box #130 Tualatin, Oregon, USA 97062

March 5, 2026 US Moorings

Beam Inspection Portland, Oregon

WWSI# 267001

US Moorings Attn: Todd Beck – Facilities Manager 8010 NW Saint Helens Rd.

Portland, Oregon 97210 Todd.w.beck@usace.army.mil

Todd, On February 5, 2026, Andrew Horton, P.E. of Western Wood Structures, Inc. (WWS) conducted a visual structural inspection of (2) crane rail beams at the US Moorings facility located in Portland, Oregon. This inspection was requested by the customer due to the discovery of cracking in the beams with the intent of determining the extent of damage, if any. Western Wood Structures’ inspection will provide a condition assessment for the beams and classify the observed “cracking” as either breaks or checks.

Site Inspection The inspection was performed in the vicinity of and around each of the beams using aerial manlifts.

Beams/bays are labeled in ascending order from South to North and identified as either “West” or “East”.

Observations Each beam was visually inspected for rot, decay, and damage. Each beam is also given a summary condition assessment to illustrate the overall condition of the beam and its connected components using qualitative data. See attached pictures and notes for specific information.

Beam Inspection Portland, Oregon

WWSI# 267001

Condition Assessment Each beam is assigned a summary condition assessment grade based on the visual inspection of the individual members. Each unit is graded as “excellent”, “very good”, “good”, “fair”, or “poor”.

Excellent - comparable to a “new” or “like new” condition. Units in excellent condition have no areas of structural concern, show no signs of deterioration or degradation (i.e. water stains), and exhibit only light checking. Estimated remaining service life for members in “excellent” condition is 30+ years.

Very Good – this includes units that would otherwise be excellent but require minor maintenance such as tightening bolts or replacing missing nuts/washers. Estimated remaining service life for members in “very good” condition is 20+ years.

Good - comparable to a “lightly used” condition. Units in good condition have no areas of structural concern, may show minor signs of degradation such as water stains with no rot present, and exhibit light to moderate checking. Estimated remaining service life for members in “good” condition is 15+ years.

Fair - comparable to a “used” condition. Units in fair condition have some areas of structural concern but are not broken. They may have members that require reinforcing or modification but are not broken. They will show moderate signs of rot or decay with moderate checking. Estimated remaining service life for members in “fair” condition is <10 years.

Poor - indicates a unit is near the end of its useful life and requires repair to remain in service.

Units in poor condition may contain broken members, severe rot, or heavy checking that has or is approaching a split. Estimated remaining service life for members is “poor” condition is 2-3 years without repair/reinforcement.

Units in any condition may require maintenance that is not considered a structural concern. A single member within a structural unit may be the only member contributing to a lesser conditional grade.

Additionally, structural maintenance, reinforcing, or repair measures can upgrade the overall condition.

Structural condition assessments made by visual inspection only apply to the average grade of the components. The following assessments are made by visual and physical inspection:

Beam Inspection Portland, Oregon

WWSI# 267001

Bay 2 - West: Fair (See photos 8-13) o Beam: Fair. Moderate checking to 2” depth within shear zone.

o Splice Plate: Poor. Broken.

o Column: Good.

Bay 4 - West: Fair (See photos 14-17) o Beam: Fair. Moderate checking to 2” depth for full length.

o Splice Plate: Good.

Bay 6 - West: Fair (See photo 18) o Beam: Fair. Moderate checking within shear zone.

Bay 7 - West: Fair (See photos 19-20) o Beam: Fair. Moderate checking to 2” depth within shear zone.

Bay 8 - West: Fair (See photos 21-22) o Beam: Fair. Light to moderate checking.

Bay 9 - West: Fair (See photo 23) o Beam: Fair. Moderate checking for full length.

Bay 10 - West: Fair (See photo 24) o Beam: Fair. Moderate checking to 4” depth for full length.

Beam Inspection Portland, Oregon

WWSI# 267001

Bay 1 - East: Fair (See photo 27) o Beam: Fair. Moderate checking for full length.

Bay 2 - East: Fair (See photos 28-29) o Beam: Good.

o Column: Fair. Moderate checking to 4” depth on opposing faces.

Bay 4 - East: Fair (See photo 30)

Bay 5 - East: Fair (See photo 31)

Bay 8 - East: Fair (See photo 32)

Bay 9 - East: Fair (See photo 33)

Beam Inspection Portland, Oregon

WWSI# 267001

General Observations Checking exists throughout each of the members and is typical of timber frame members. Checking is a result of uncontrolled moisture movement in and out of the wood. Moisture from wood closer to the surface escapes more readily than moisture at the core of the member. This dry wood shrinks faster than the core causing the wood at the surface to open. Typically, checking is not a significant structural concern in wood members and is accounted for in the National Design Specification for Wood Construction. Checking only affects member shear strength when located near the end of the member and in the middle one-half of the depth of the member. Checking does not affect bending stresses or overall beam stiffness. Most of the observed checks did not appear to be fresh and are noted to establish a baseline. Checking that is of concern is recommended to be periodically monitored as noted in the attached pictures.

Discussion The “cracking” observed in the beams does not constitute a split or break with depths not exceeding 2-inches. These “cracks” are categorized as checks as indicated by the bridging of fiber across the gaps and tapered tails.

The crane rail beams contain checking within the shear zones that exceed the 15% depth requirement.

Therefore, the allowable shear stress for the beams must be reduced in accordance with APA Technical Note R475E. The loading is provided by Matthew Hanson, PE from the US Army Corps of Engineers from an inspection the was performed on February 28, 2024 and the corresponding calculations provided to US Moorings on April 4, 2024.

The allowable shear stresses are reduced by a factor of 0.96 for a total allowable shear stress, F’v, of

163.2 PSI (170*0.96). The resulting demand/capacity ratio for shear is 1.04 which represents a fully loaded crane against the beam at a distance of d=21.5” from the support. This scenario is unlikely to occur due to clearance between the load, beam, and columns.

The allowable bending stresses are unaffected by the presence of checking.

Beam Inspection Portland, Oregon

WWSI# 267001

Western Wood Structures recommends periodic inspection of the beams to ensure checking does not propagate further.

The point of contact for this letter is Zachary J. Foster, PE who can be reached at zfoster@wwsi.com.

Respectfully Submitted, Western Wood Structures, Inc.

Zachary J. Foster

Zachary J. Foster, P.E.

Senior Project Engineer zfoster G:\PE Stamps\Orders\2024\125878 Foster OR-Eng\125878 Foster OR-Eng Final Model (1) zfoster Text Box Expires: 12/31/2027

U.S. MOORINGS BEAM

INSPECTION

WWS# 267001

Thursday, 05 February 2026

Prepared For U.S. Moorings

33 Photos Taken

Zachary J. Foster, PE Western Wood Structures, Inc.

PHOTO: 1

Assigned To: Crane Rail - West Overall view. 10 bays per side. Bays labeled in ascending order from South to North.

Beams span 11.25' clear between columns with 10.75' clear between column and end wall. Beam height varies 14’-11” clear at south end, 15’-3” clear at north end.

PHOTO: 2

Assigned To: Crane Rail - West Existing marks noting check in beam is 20.5" from bottom face.

PHOTO: 3

Assigned To: Typical Bay - West Simple span between columns.

PHOTO: 4

Assigned To: Rail to Column Connection Typical connections. Looking south. West rail. Mirrored on opposite side.

PHOTO: 5

Assigned To: Rail to Column Connection Looking west. Stitched to column for roof truss

PHOTO: 6

Assigned To: Column - Typical Sawn 10x12 (nominal) - 9"x11" (actual)

PHOTO: 7

Assigned To: Column - Typical Sawn 10x12 (nominal) - 9"x11" (actual)

PHOTO: 8

Assigned To: Bay 2 - West Checking in shear zone.

PHOTO: 9

Assigned To: Bay 2 - West Looking NW

PHOTO: 10

Checking to 2" depth.

PHOTO: 11

Assigned To: Bay 2 - West Checking to 2" depth

PHOTO: 12

Checks throughout length to 2" depth near neutral axis.

North splice plate broken.

PHOTO: 13

Assigned To: Column 2 - West Looking North.

Splice plate broken at bolt line with possible tear out.

PHOTO: 14

Assigned To: Bay 4 - West Looking South.

Checking to 2" depth.

Superficial mold.

PHOTO: 15

Assigned To: Bay 4 - West Looking East.

Stress cracks around bolts.

PHOTO: 16

Assigned To: Bay 4 - West Looking East.

Checking full length.

PHOTO: 17

Assigned To: Bay 4 - West Looking West.

Opposite face of photo 16

PHOTO: 18

Assigned To: Bay 6 - West Looking SE.

Checking along neutral axis.

Unable to measure depth.

PHOTO: 19

Assigned To: Bay 7 - West Checking to 2" depth in shear zone.

PHOTO: 20

Assigned To: Bay 7 - West Looking NW.

Split splice plate.

PHOTO: 21

Assigned To: Column 8 - West Looking NE.

Typical view behind cover plates.

Wood shim tight to roof column with steel shims under beams

PHOTO: 22

Assigned To: Column 8 - West Split splice plate.

PHOTO: 23

Assigned To: Bay 9 - West Looking SW.

Moderate checking full length.

PHOTO: 24

Assigned To: Bay 10 - West Looking West.

Checking full length to 4" depth.

PHOTO: 25

Assigned To: Crane Rail - East General

PHOTO: 26

Assigned To: Crane Rail - East Sawn 12x22 (nominal) - 11.25"x21.5" (actual)

PHOTO: 27

Assigned To: Bay 1 - East Checking throughout full length of beam.

PHOTO: 28

Assigned To: Column 2 - East Looking South.

Apparent checking at bolt with checking opposite face. Monitor for propagation.

PHOTO: 29

Assigned To: Column 2 - East Looking North.

Split splice plate.

Checking in column on opposing faces to 4" depth.

PHOTO: 30

Assigned To: Bay 4 - East Looking West.

Checking full length through top bolt lines.

PHOTO: 31

Assigned To: Column 5 - East Splice plate split through at top bolt line.

PHOTO: 32

Assigned To: Bay 8 - East Looking West.

Checking full length through bottom bolt lines.

PHOTO: 33

Assigned To: Bay 9 - East Looking East.

Checking along neutral axis this face only.

Unable to measure depth.