Release Stamp DOCUMENT RELEASE AND CHANGE …...Previous Inspection Report Document No.:RPP-TE-52185 Signature recorded in SPF. Signature recorded in SPF. Signature recorded in SPF

1 SPF-001 (Rev.D1)

DOCUMENT RELEASE AND CHANGE FORMPrepared For the U.S. Department of Energy, Assistant Secretary for Environmental ManagementBy Washington River Protection Solutions, LLC., PO Box 850, Richland, WA 99352Contractor For U.S. Department of Energy, Office of River Protection, under Contract DE-AC27-08RV14800

TRADEMARK DISCLAIMER: Reference herein to any specific commercial product, process, or service by trade name, trademark, manufacturer, or otherwise, does not necessarily constitute or imply its endorsement, recommendation, or favoring by the United States government or any agency thereof or its contractors or subcontractors. Printed in the United States of America.

Release Stamp

1. Doc No: RPP-RPT-61003 Rev. 01

2. Title:MO-531 Roof Inspection Report

3. Project Number: ☒ N/A 4. Design Verification Required:

☐ Yes ☒ No5. USQ Number: ☒ N/A

RPP-27195

6. PrHA Number Rev. ☒ N/A

Clearance Review Restriction Type:public

7. Approvals

Title Name Signature DateChecker Bachart, Anthony J Bachart, Anthony J 01/23/2019Clearance Review Raymer, Julia R Raymer, Julia R 02/20/2019Document Control Approval Scales, Anthony Scales, Anthony 02/20/2019Originator Fillafer-Carr, Andrea L Fillafer-Carr, Andrea L 01/22/2019Other Approver Powers, Mike J Powers, Mike J 01/28/2019Other Approver Lee, David A Lee, David A 01/28/2019Responsible Engineer Palmrose, Steven V Palmrose, Steven V 02/05/2019Responsible Manager Olson, Will T Olson, Will T 02/19/2019

8. Description of Change and Justification

Description of Change: Initial release. Justification: Document most recent inspection of the MO-531. PrHA: Roof inspection does not require a PrHA screening. This document does not involve or impact nuclear or hazardous material.

9. TBDs or Holds ☒ N/A

10. Related Structures, Systems, and Components

a. Related Building/Facilities ☐ N/A b. Related Systems ☒ N/A c. Related Equipment ID Nos. (EIN) ☒ N/A

200WMO-531

11. Impacted Documents – Engineering ☒ N/A

Document Number Rev. Title

12. Impacted Documents (Outside SPF):

N/A

13. Related Documents ☐ N/A

Document Number Rev. TitleRPP-SPEC-50366 00 COATED FOAM ROOFING SPECIFICATIONRPP-TE-52185 00 Roof Framing Evaluation, MO-266, 267, 268, 282, 283, 284, 511, 291 & 531

14. Distribution

Name OrganizationFillafer-Carr, Andrea LHo, Tuan A FACILITIES AND DATA SYSTEMSLee, David A FACILITIESPollick, Baphady MAINTENANCE TECHNICAL SUPPORTPrince, Andrew C DESIGN SERVICESRasmussen, Robert CSchreifels, Pamela K MAINTENANCE PROGRAMSSexton, Richard A

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Feb 21, 2019DATE:

A-6004-413 (REV 1)Page 1 of 3

Washington River Protection Solutions ROOF ASSESSMENT

COVER SHEET

Project Number: N/A Inspection Date: 07/09/2018

Building or Trailer Number: MO-531Intended Load: Roof is safe for two

personnel and their equipment loads as defined by ASCE 7. Two workers of 300 lbs. concentrated load and 20 psf uniform load.

Location/Area: 200 East

Type of Structure: 12' x 60' Mobile Office

Age of Structure: Unknown

Previous Inspection? Yes No

Structural Load Evaluation Document No.: RPP-TE-52185

The roof described above has been assessed by representatives of operations and safety.

The result of this assessment is:

Safe Re-inspection Due Date: September 2023

Restricted (see attached checklist and findings sheet for specific information)

Unsafe (requires further evaluation prior to employees access)

NOTE: See attached checklist and finding sheet for deficiencies.

Print First and Last NameDavid Lee

Operations Supervisor:

Date Signature

Print First and Last NameMike Powers

Safety Representative:

Date Signature

Print First and Last NameAndrea Fillafer-Carr

Engineering Representative:

Date Signature

Print First and Last NameDavid Lee

Received by Building Administrator/Designee:

Date Signature

Previous Inspection Report Document No.:RPP-TE-52185

Signature recorded in SPF.




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A-6004-413 (REV 1)Page 2 of 3

Washington River Protection Solutions ROOF ASSESSMENT (Continued)

CHECKLIST

I. WALLS/ROOF SUPPORTA. Exterior Walls:

1. Concrete:a. Tilt-up panelsb. Cast-in-placec. Precast panels

2. Masonry:a. Block (CMU)b. Brick

3. Steel frame w/ siding:a. Pre-engineered building

4. Wood frame w/ siding5. Other: 2x2 wood member

B. Interior Walls/Columns:1. Concrete:

a. Tilt-up panelsb. Cast-in-placec. Precast panels

2. Masonry:a. Block (CMU)b. Brick

3. Steel frame w/siding4. Wood frame w/siding5. Other: 2x2 wood member

II. ROOFA. Roofing:

1. Metal type2. Built-up type3. Single-ply type4. Urethane5. Asphalt Shingle6. Other: Top Chord is Curved with foam

B. Decking:1. Reinforced concrete slab2. Precast concrete plank3. Prestressed concrete plank4. Composite concrete slab5. Steel w/concrete fill6. Steel7. Composite Steel8. Plywood9. T&G wood plank10. Other: N/A

C. Roof Structure1. Concrete:

a. Waffle slabb. Concrete beamc. Precast concrete plank

2. Masonry beam

C. Roof Structure (continued)3. Steel:

a. Framework typeb. Joistsc. Trusses

5. Other:

4. Wood:a. Joistsb. Manufactured joists type:c. Beam type:

III. ROOF CONDITIONA. General Appearance:

1. Debris2. Drainage3. Visible damage from roof:

a. Concave/convexb. Surface uniformity:

Loose materialDeviations from one area to another

c. Sun damage4. Visible damage from interior:

a. Concave/convexb. Notable ceiling damage:

Water stains on ceiling panels5. General condition:6. New equipment/alterations7. Other:8. OK

B. Surface Condition:1. Bare spots in gravel/ballast displaced2. Visible light from below (through ceiling)3. Alligator/cracking4. Spalling concrete surfaces5. Slippage6. Tripping hazards, obstacles on roof7. Other:8. OK

C. Membrane Condition:1. Blistering2. Splitting3. Ridging/wrinkling4. Fishmouthing5. Loose felt laps/seams6. Punctures, fastener backout7. Securement to substrate8. Membrane shirnkage9. Membrane slippage10. Other:11. OK

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A-6004-413 (REV 1)Page 3 of 3

Washington River Protection Solutions ROOF ASSESSMENT (Continued)

FINDINGS SHEET

Roof Access Allowed Roof Access NOT ALLOWED

Top View Sketch Side/End View

Roof Sections (See Note No.1)

Inspected Yes No

Passed* Yes No

1.

2.

3.

4.

5. *If not passed, see Note No. 2

NOTES:

1. Number each different roof on the abovesketches so that they correspond with theroof sections number and the commentssection entries.

2. If roof has not passed, use the commentssection to explain (in detail) the deficienciesassociated wit the roof. Also, if possible,show the general "area deficiencies" on thesketch above.

Building or Trailer No.: MO-531 Location/Area: 200 East

Date: 09/25/2018 Project No.: N/A Inspection Date: 07/09/2018

Comments:Roof access was viewed from ladder. Due to the ceiling panels being fixed in placed there was limited observation ability, no species or grade marks were discovered.

Please see report for different views of MO-531 (pictures are attached in SPF and in Appendix D of the report).

N/A N/A

See Appendix D for photos

Y Y

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A-6007-231 (REV 0)

RPP-RPT-61003 Revision 1

MO-531 Roof Inspection Report

Prepared by

Andrea Fillafer-Carr Terragraphics subcontractor to VNS Federal Services subcontractor to Washington River Protection Solutions, LLC

Date Published January 2019

Prepared for the U.S. Department of Energy Office of River Protection

Contract No. Contract 55333, Release 11

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Approved for Public Release;

Further Dissemination Unlimited

NUCLEAR SOLUTIONS - FEDERAL SERVICES

VNS Federal Services Roof Structural Analysis Report

MO-531 Roof Inspection Report

VFS-WRPS-111-RPT-007 Revision 1

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VFS-WRPS-111-RPT-007, Rev. 1

iii A-6007-231 (REV 0)

Project Title: Roof Structural Analysis

Status: In-Process Final Contains assumptions and/or inputs that require verification: Yes No

Calculation History

Revision Revision Summary Approvals/Date Originator: SIGNED IN SPF. /

Andrea Fillafer-Carr

Checker: SIGNED IN SPF. /

Tony Bachart

Approver: SIGNED IN SPF. /

Tony Bachart

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TABLE OF CONTENTS

1.0 OBJECTIVE/PURPOSE......................................................................................................3

2.0 SUMMARY OF RESULTS ................................................................................................3

3.0 CONCLUSIONS..................................................................................................................3

4.0 INTRODUCTION/BACKGROUND ..................................................................................4

5.0 INPUT DATA ......................................................................................................................5

6.0 ASSUMPTIONS ..................................................................................................................5

7.0 ENGINEERING JUDGEMENTS .......................................................................................5

8.0 METHOD OF ANALYSIS..................................................................................................5

9.0 USE OF COMPUTER SOFTWARE...................................................................................6

10.0 RESULTS & CONCLUSIONS ...........................................................................................6

11.0 REFERENCES ....................................................................................................................7

12.0 APPENDICES .....................................................................................................................7

13.0 ATTACHMENTS ................................................................................................................7

LIST OF FIGURES

FIGURE 1. MO-531 INSIDE WATER LEAK ............................................................................. 4

LIST OF APPENDICES

APPENDIX A – CALCULATIONS ...............................................................................................8

APPENDIX B – MO-531 FIELD WALK DOWN........................................................................14

APPENDIX C – MO-531 WALK DOWN ATTENDANCE LIST...............................................15

APPENDIX D – BUILDING MO-531 PHOTOGRAPHS OF WALK DOWN ...........................16

LIST OF ATTACHMENTS

ATTACHMENT 1 – FREQUENTLY USED LOAD DURATION FACTORS, CD ....................20

ATTACHMENT 2 – DEFLECTED SHAPE ................................................................................21

ATTACHMENT 3 - STRUCTURAL ANALYSIS USING MASTAN .......................................22

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LIST OF TERMS

Abbreviations and Acronyms

Units of Measure SQFT Square Feet

Ft. or ‘ Feet

Lbf Pounds per Foot

PSI Pounds per Square Inch

In. or “ Inches

ALS

ANSI

Doc

E

EIN

ESHQ

IDMS

LLC

LVL

N/A

No.

OSB

Rev.

S.F.

RPP

RPT

SPF

STD

TFC

TFP

TBD

WRPS

WT

American Lumber Standard

American National Standards Institute

Documents

East

Equipment Identification Number

Environmental, Safety, Health, and Quality

Integrated Document Management System

Limited Liability Corporation

Laminated Veneer Lumber

Not Applicable

Number

Oriented Strand Board

Revision

Square Footage

River Protection Project

Report

SmartPlant™ Foundation

Standard

Tank Farm Contractor

Tank Farm Project

To Be Determined

Washington River Protection Solutions

Waste Transfer

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1.0 OBJECTIVE/PURPOSE

This report documents the results from the roof assessment conducted on 08/06/2018 on building MO-531. The purpose of this calculation is to determine the roofing’s allowable load capacity of the building. This will indicate the bounding load conditions the building will sustain. The objective of this project is to ensure the safety of the walking surface for personnel and equipment.

2.0 SUMMARY OF RESULTS

Table 1: Calculated Results from Appendix A

Demand Allowable

Tension Roof Truss 283.85 PSI 525 PSI

Compression Roof Truss 337.76 PSI 1300 PSI

Bending Stress Top Cord

Member

640 PSI 850 PSI

Bending of Plywood 300 PSI 385 PSI

**Allowable exceeds the demand indicating that there should be no problem for roof access.

3.0 CONCLUSIONS

Overall, there were no major signs of deficiencies on the roof. No structural deficiencies were determined for the access to the roof surface. Roof is safe for two 300 lbs. personnel and their equipment, 20 psf. Workers need to be spaced on opposite sides of the roof when working. Additional load allowed with engineering approval.

Signs of water leaks were seen by the windows when inspecting the inside of the MO-531. Assumed this is due to flashing on the edges of the building but should be examined including any fixes that need to be made. Any leaks that were observed inside were particularly inspected from the outside when inspecting the roof. Fix leak before permanent structural damage occurs

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at which then the roof would not be safe. When comparing RPP-TE-52185 and field walk down notes it was found to have conflicting information. An instance of this is RPP-TE-52185 stated the trusses are 16’’ o.c. but during the field walk down it was found the trusses to be manufactured trusses that start with a little bow truss and then truss out (12’’).

Due to not being able to see inside of the attic because the ceiling panels are fixed in place (non-removeable). The inspection was limited to the view of the roof from the ladder and checking only the outside of the attic panels of each inside room. The roofing was noted to be updated with addition foam

Re-Inspection Interval: Five years – Due July 2023

FIGURE 1. MO-531 INSIDE WATER LEAK

4.0 INTRODUCTION/BACKGROUND

There are nearly 900 buildings on the Hanford site and numerous mobile offices and trailers, some of which date back to the 1940s. Roofs on these buildings provide a weather resisting cover as well as the load resisting structure. Most of these roofs have had structural modifications, including the weather resisting membrane may have been replaced several times and some members may have experienced a type of material degradation. There is a heightened awareness of roof deteriorations due to building 105F roof panel collapsing in April 1992.

MO-531 is approximately 720 square feet and is used as an office building. The building is made up of one 12’ x 60’ modules. MO-531 roof framing spacing is 16’’ on center, and trusses spanning the width of the building. MO-531 trusses are made-up from 2x2 members (wood) and a depth of nine inches at the walls and 12.5 inches at middle of the span. The strange thing about MO-531 is the building’s top chord is curved. This was hard to detect any problems of the inside of the roofing due to limited ability to see the structure.

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5.0 INPUT DATA

1. The roof inspection that was completed before, documents per RPP-TE-52185Rev. 0 (referred to throughout this report and shown in related documents in SPF)provided values used for the calculation section of this report, unless during thewalkdown it is visually obvious that the drawings were incorrect. Where thisoccurs, the more conservative value will be used.

6.0 ASSUMPTIONS

There are no unverified assumptions used in the calculation that require verification.

7.0 ENGINEERING JUDGEMENTS

1. Drawing RPP-TE-52185 Rev. 0 lists roof construction, roof fastening/schedule(minimum number of nails for wood members), and roof sheathing. From walkdown and field photographs, some information does not match, therefore,whichever is more conservative will be used.

8.0 METHOD OF ANALYSIS

The main structural members are analyzed in accordance with NDS against the live load and dead load prescribed in TFC-ENG-STD-06. The plywood is evaluated in accordance with the NDS against the distributed dead load of the standard (TFC-ENG-STD-06) and the governing of the distributed live load per TFC-ENG-STD-06 and a point load of 300 lbs.

Structural members of all roof areas were inspected. Leaks, also known as potential problem areas, were also inspected. NDS was used for guidelines for inspecting of the building. Photographs that were taken during walk down are shown in Appendix D in the Inspection Report. The walk down inspection is a type of structural inspection screening that is performed by a qualified structural and facility engineer.

The analysis included a field walk down followed by calculations.

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9.0 USE OF COMPUTER SOFTWARE

1. Software name: Mathcad Prime1 Version: 4.0 HISI ID No.: 1916 Grade NA Software: Software Management Plan not required

1 Mathcad Prime is a registered trademark of Parametric Technology Corporation, Atlanta, Georgia

2. Software name: Mastan2 Version: Premier HISI ID No.: N/A Grade NA Software: Software Management Plan not required

2 MASTAN is based on Matlab, a software product developed by The MathWorks.

10.0 RESULTS & CONCLUSIONS

The resulting of the inspection for the MO-531 are as follows:

Roof Status: Safe

Building Location: 200E.

Building Drawings: H-2-79986

Prev. Inspection Reports: RPP-TE-52185 Rev. 0

Date of Inspection: 07/09/2018

Inspection Members: Robert Rasmussen, PE & Andrea Fillafer-Carr

Building Description: MO-531 is built by evergreen mobile company. Roof shows added on foam roofing with manufactured trusses and little bow trusses.

Structural Load Evaluations: See Appendix A & RPP-TE-52185.

Deficiency Summary: See Appendix B.

Recommendations: The roof is safe for normal personnel access.

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Limitations and Precautions: Fix leak before permanent structural damage occurs.

Re-Inspection Interval: Five years, roof evaluation is valid through September 2023.

11.0 REFERENCES

AISC 14th, Steel Construction Manual, American Institute of Steel Construction, 2010.

ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, 2010.

NDS, National Design Specification for Wood Construction AF&PA Washington DC 2005

TFC-ENG-STD-02, Rev. A-11, Environmental/Seasonal Requirements for TOC Systems, Structures, and Components, Washington River Protection Solutions, LLC, Richland, Washington.

TFC-ENG-STD-06, Rev. D-0, Design Loads for Tank Farm Facilities, Washington River Protection Solutions, LLC, Richland, Washington.

H-2-79986, Trailer Installation Notes and Details, Office of River Protection, Department ofEnergy, Richland, Washington.

RPP-TE-52185 Rev. 0, Roof Framing Evaluation, Washington River Protection Solutions, LLC, Richland, Washington.

12.0 APPENDICES

Appendix A - Calculations Appendix B - MO-531 Walk Down Appendix C - MO-531 Walk Down Attendance List Appendix D - Building MO-531 Photographs of Walk Down

13.0 ATTACHMENTS

Attachment 1 - Calculation Reference, CdAttachment 2 - Deflective Shape Attachment 3 - Structural Analysis using Mastan

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APPENDIX A – CALCULATIONS

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A.1 Determine Loads on the Roof Trusses.From MO-531 walk down

Spacing of Trusses on Roof per RPP-TE-52185 (conservative value) for building MO-531.

Live Load for Roof MO-531 (TFC-ENG-STD-006, 3.5.2)

Dead load for Building MO-531 Using Calculated value from RPP-TE-52185 and rounding up.

Weight on the Wood

Spacing of Panel Points on Trusses.

Span of the Joist on Main Roofing.

Weight on Truss Panel Point

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A.2 Check Tension and Compression in Truss Members.From Mastan (see Attachment 3 for more details):

Element E4 & E16 (Attachment 3).

Element E7 & E11 (Attachment 3

Maximum Tension in Truss Member.

Allowable Tension from Table 4A Per NDS Supplement.

525 PSI > 283.85 PSI Check Okay.

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Maximum Compression Tension in Truss Members.

Allowable Compression from Table 4A Per NDS Supplement.

337.76 PSI < 1300 PSI Check Okay.

A.3 Determine Bending Stress in Top Cord Member.

Refer to Continuous Member (top chord) AISC Table 3-23 Load Case 15 for the Following calculation.

Allowed Bending Stress in Top Cord per NDS.

Actual Bending Stress.

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640 PSI < 850 PSI Check Okay.

A.4 Determine Bending Stress in Plywood.Bending Stress in Plywood Check:

Plywood Thickness From RPP-TE-52185 Rev. 0 Mobile Office Re-Roofing Appendix A.

Allowable Maximum Moment for 15/32" plywood with a 24/16 Span Rating (NDS Manual Table M9.2-1).

Truss Spacing.

Point Load for 300 lbs. Divided by Two Feet

Multi Span Plywood over Joist:

Actual Moment of Plywood (See NDS Problem Examples Page 92).

Moment of Point Load (AISC Table 3-23 Case 10).

Maximum Moment from plywood.

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Check Okay.

A.5 Conclusion:· The trusses will support the roof loads.· The plywood deck will support foot traffic on the trusses.

385>300

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APPENDIX B – MO-531 FIELD WALK DOWN

Table B.1: Deficiency List and Field Notes Facility: MO-531

Date: 07/09/2018 Inspection Team: Robert Rasmussen PE, Andrea Fillafer-Carr

No. Location Description Evaluation/Recommendation Individual Identifying Deficiency

1. Walls exterior Stained Ceiling Tiles Roof looks new. Leaks old. Paint could be paint ceiling water potentiality coming through walls.

Robert Rasmussen

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APPENDIX C – MO-531 WALK DOWN ATTENDANCE LIST

Table C.1: List of people present at the walk down of MO-531

Name, Business Per Inspection Phone Number

Robert Rasmussen, P.E., Roof Inspector 435-730-2415

Andrea Carr, Civil/Structural Engineer, Roof Inspector 509-416-2179

Thomas Linton, WRPS Carpenter

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APPENDIX D – BUILDING MO-531 PHOTOGRAPHS OF WALK DOWN

Figure D-1. Exterior of MO-531

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Figure D-2. Exterior Wall of MO-531

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Figure D-3. Interior of MO-531

Figure D-4. Close View of Roofing

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Figure D-5. View of Corner of Roof

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ATTACHMENT 1 – FREQUENTLY USED LOAD DURATION FACTORS, CD

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ATTACHMENT 2 – DEFLECTED SHAPE

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ATTACHMENT 3 - STRUCTURAL ANALYSIS USING MASTAN

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