release stamp document release and change form€¦ · 1.doc no: rpp-rpt-61013 rev. 00 2. title:...

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-61013 Rev. 00

2. Title:MO-251 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 Sexton, Richard A Sexton, Richard A 09/25/2018Clearance Review Ayers, Lynn M Ayers, Lynn M 01/02/2019Document Control Approval Hood, Evan Hood, Evan 01/02/2019Originator Fillafer-Carr, Andrea L Fillafer-Carr, Andrea L 09/25/2018Other Approver Powers, Mike J Powers, Mike J 09/26/2018Other Approver Lee, David A Lee, David A 09/26/2018Responsible Engineer Palmrose, Steven V Palmrose, Steven V 09/27/2018Responsible Manager Olson, Will T Olson, Will T 10/01/2018

8. Description of Change and Justification

Description of Change: Initial release.Justification: Document most recent inspection of the MO-251.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

200EMO251

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. Title

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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Jan 02, 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-251Intended Load: Roof is safe for personnel

and their equipment loads as defined by ASCE 7.

300 lbs. concentrated load and 20 psf uniform load.

Location/Area: 200 East

Type of Structure: ETF OPS Trailer

Age of Structure: Unknown

Previous Inspection? Yes No

Structural Load Evaluation Document No.: N/A

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.:N/A

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: steal hangers w/2x10 joist hangers

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: 2x10 HF STD Stud & BTR

II. ROOFA. Roofing:

1. Metal type2. Built-up type3. Single-ply type4. Urethane5. Asphalt Shingle6. Other: Layer of tar on top of plywood

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: 1.5''X 24''X 2.0E LVL

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-251 Location/Area: 200 East

Date: 09/20/2018 Project No.: N/A Inspection Date: 07/09/2018

Comments:Please see report for different views and/or sections of MO-251 roofing (pictures are attached in SPF and in Appendix D of the report).

See appendix D for photographs.

See appendix D for photographs.

Y Y

N/A.

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A-6007-231 (REV 0)

RPP-RPT-61013 Revision 0

MO-251 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-251 Roof Inspection Report

VFS-WRPS-111-RPT-008 Revision 0

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VFS-WRPS-111-RPT-008, Rev. 0

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. / Richard Sexton

Approver: SIGNED IN SPF. / Richard Sexton

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TABLE OF CONTENTS

1.0 OBJECTIVE/PURPOSE......................................................................................................1

2.0 SUMMARY OF RESULTS ................................................................................................1

3.0 CONCLUSIONS..................................................................................................................1

4.0 INTRODUCTION/BACKGROUND ..................................................................................2

5.0 INPUT DATA ......................................................................................................................2

6.0 ASSUMPTIONS ..................................................................................................................3

7.0 ENGINEERING JUDGEMENTS .......................................................................................3

8.0 METHOD OF ANALYSIS..................................................................................................3

9.0 USE OF COMPUTER SOFTWARE...................................................................................3

10.0 RESULTS & CONCLUSIONS ...........................................................................................3

11.0 REFERENCES ....................................................................................................................4

12.0 APPENDICES .....................................................................................................................5

13.0 ATTACHMENTS ................................................................................................................5

LIST OF FIGURES

FIGURE 1. MO-251 INSIDE WATER LEAK ............................................................................. 2

LIST OF APPENDICES

APPENDIX A – CALCULATIONS ...............................................................................................6

APPENDIX B – MO-251 FIELD WALK DOWN ........................................................................10

APPENDIX C – MO-251 WALK DOWN ATTENDANCE LIST ...............................................11

APPENDIX D – BUILDING MO-251 PHOTOGRAPHS OF WALK DOWN ...........................12

LIST OF ATTACHMENTS

ATTACHMENT 1 – FREQUENTLY USED LOAD DURATION FACTORS, CD ....................15

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LIST OF TERMS

Abbreviations and Acronyms

Units of Measure SQFT Square Feet

Ft. Feet

Lbf Pounds Per Foot

PSI Pounds per Square Inch

In. Inches

Doc

E

LVL

LLC

N/A

No.

OSB

o.c.

Rev.

RPP

RPT

SPF

STD

TFC

TFP

TBD

VFS

VNSFS

WRPS

WT

Documents

East

Laminated Veneer Lumber

Limited Liability Corporation

Not Applicable

Number

Oriented Strand Board

On Center

Revision

River Protection Project

Report

SmartPlant™ Foundation

Standard

Tank Farm Contractor

Tank Farm Project

To Be Determined

Veolia Federal Services

Veolia Nuclear Solution-Federal Services

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 07/09/2018 on building MO-251. 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

The following are the calculated results from Appendix A.

Demand

Allowable

LVL Moment 57172.5 ft x lbf 79596ft. x lbf

Bending of Joist 549.79 PSI 1075.25 PSI

Bending Stress 600 in x (lbf/ft) 616 in x (lbf/ft)

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

3.0 CONCLUSIONS

No major structural deficiencies were identified. Roof is safe for (two) 300 lb. personnel and their equipment, 50 lb. per person at different sections of the roofing (at least 6 feet away from each other at all times). Additional load allowed with engineering approval. Signs of water leaks were seen by the windows when inspecting the inside of the MO-251. There was leaks in both genders bathroom. After examining the ceilings water stain, it was shown to be a vent pipe leak 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. Portions of installation where removed to inspect select joists. No issues were noted. Top of plywood roofing has a layer of tar. Re-Inspection Interval: 5 years – Due September 2023

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FIGURE 1. MO-251 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.

This inspection report is for Building MO-251 which is in the 200E of the Hanford Site. This assessment is completed by a qualified structural inspector following the procedures given in the NDS. MO-251 is used as an office building. The building was built by evergreen which usually indicates a well-built structure. MO-251 shown to have steel hangers with 2x 10 joist hangers.

5.0 INPUT DATA

1. Design Loads per TFC-ENG-STD-06, Rev. D-0 Design Loads for Tank Farm Facilities

2. NDS National Design Specification for Wood Construction Supplement and Manual

3. Please see calculation for the more in-depth input data section.

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6.0 ASSUMPTIONS

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

7.0 ENGINEERING JUDGEMENTS

None 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. It is the building manager’s responsibility to assure that safety precaution is taken or are in place for roof and building access. This report provides results in a conservative analysis that can be used for roof evaluation. The analysis included a walk down followed by calculations.

9.0 USE OF COMPUTER SOFTWARE

Software name: Mathcad Prime 1 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

10.0 RESULTS & CONCLUSIONS

The resulting of the inspection for the MO-251 are as follows:

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Roof Status: Safe. Building Location: 200E. Building Drawings: Not found. Prev. Inspection Reports: N/A. Date of Inspection: 07/09/2018 Inspection Members: Robert Rasmussen, PE & Andrea Fillafer-Carr Building Description: MO-251 roof is structurally safe. Roof has been

updated and shows no majors problems at this time. The building roof includes steel hangers with 2 x 10 joist hangers.

Structural Load Evaluations: See Appendix A. Deficiency Summary: See Appendix B. Recommendations: The roof is safe for normal personnel access. Limitations and Precautions: N/A. Re-Inspection Interval: 5 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 2006

NDS, National Design Specification for Wood Construction AF&PA Washington DC 2015

TFC-ENG-STD-02, Rev. A-11, Environmental/Seasonal Requirements for TOC Systems, Structures, and Components, Modern Building Systems, Inc. Aumsville, Oregon, LLC, Richland, Washington.

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TFC-ENG-STD-06, Rev. D-0, Design Loads for Tank Farm Facilities, Modern Building Systems, Inc. Aumsville, Oregon LLC, Richland, Washington.

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

The field walk down observation, Roof Framing Evaluation, Modern Building Systems, Inc. Aumsville, Oregon, LLC, Richland, Washington.

12.0 APPENDICES

Appendix A - Calculations Appendix B - MO-251 Walk Down Appendix C - MO-251 Walk Down Attendance List Appendix D - Building MO-251 Photographs of Walk Down

13.0 ATTACHMENTS

Attachment 1 – Calculation Reference, Cd

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APPENDIX A – CALCULATIONS

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CALCULATION Determine Bending for the LVL Wood Beam From MO-251 walk down

Span of Main Beams for Building MO-251 (per MO-251 is a 66' in length so 66/2=33' span).

Spacing of Main Beam for Building MO-251 (per walk down there are two beams every 12').

Live Load for Building MO-251 (TFC-ENG-STD-006, 3.5.2)

Weight of Plywood (NDS Supplement Table 1B).

Weight of 2x10 (NDS Supplement Table 1 B).

Total Dead Load of Wood.

Use: Dead Load for Building MO-251 (Dead load of 10 which is almost double of the dead load that was found is used to be conservative).

Weight on the Wood Beam.

Moment from Wood Beam (ASCE Table 23, load case 1, simple span, fixed one end of beam pined the other).

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Unbraced Length of the LVL Wood Beam.

Note: Single Wood Beam Capacity.

For two 1.5"x 20" deep LVL Member Rigid Lam Tables

79596 > 57172.5 Check Okay.

A.2 Determine Bending of the Joist for Main Roof.

Spacing of Joist on Main Roofing per walkdown inspection.

Span of the Joist on Main Roofing per walk down inspection.

Total Weight of Joist.

Moment of Joist.

Section Modulus (NDS Supplement Table 1B).

Actual Bending Force of MO-251.

Repetitive Member Factor for Joist (NDS Supplement, page 55).

Size Factor For a 2" x 10" (NDS Supplement, page 55).

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Allowable Bending Force of Joist.

549.79 < 1075.25 Check Okay.

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

Plywood Thickness.

Load duration factor per NDS Specification Table 2.3.2 (see Attachment B, 10 minutes or less).

Allowable Maximum Moment for plywood with 24/16 Span Rating (NDS Manual).

Multi Span Plywood over Joist.

Calculated Point Load.

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

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

Maximum Moment from plywood.

616 > 600 OKAY

A.4 Conclusion:

· The main Longitudinal beam will support the roof loads. · The joist will support the roof loads attached to the main beams. · The plywood deck will support foot traffic on the joist on the main beams.

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APPENDIX B – MO-251 FIELD WALK DOWN Deficiency List and Field Notes

Facility: MO-251

Date: 6/6/18 Inspection Team: Robert Rasmussen PE, Andrea Fillafer-Carr

No. Location Description Evaluation/Recommendation Individual Identifying Deficiency

1. Both gender’s bathroom

Huge water spot showing above the sink in restrooms. See photos for more details

After inspecting the water spots, it was shown to be a venting pipe leak. Fix by proper sealing. Needs to be fix but is not a problem for the roof inspection. Still recommends being fixed so no damage to be done to ceiling.

Robert Rasmussen

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APPENDIX C – MO-251 WALK DOWN ATTENDANCE LIST

The following people were present at the walk down of MO-251:

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

Russell Ramirez, WRPS Carpenter

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APPENDIX D – BUILDING MO-251 PHOTOGRAPHS OF WALK DOWN

FIGURE A-1. EXTERIOR OF MO-251

Figure A-2. Tag on Outside of MO-251

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Figure A-3. Interior of MO-251

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Figure A-4. View of Roofing

Figure A-5. View of Corner of Roof

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ATTACHMENT 1 – FREQUENTLY USED LOAD DURATION FACTORS, CD

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