release stamp document release and change form€¦ · office of river protection contract no....

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-61506 Rev. 00

2. Title:MO-173 Roof Structural Analysis

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

☐Yes ☒No

5. USQ Number: ☒ N/ARPP-27195

6. PrHA Number Rev. ☒ N/A

Clearance Review Restriction Type:public

7. Approvals

Title Name Signature DateChecker Bachart, Anthony J Bachart, Anthony J 05/07/2019Clearance Review Raymer, Julia R Raymer, Julia R 06/18/2019Document Control Approval Hood, Evan Hood, Evan 06/18/2019Originator Fillafer-Carr, Andrea L Fillafer-Carr, Andrea L 05/07/2019Other Approver Powers, Mike J Powers, Mike J 05/28/2019Other Approver Lee, David A Lee, David A 05/13/2019Responsible Engineer Palmrose, Steven V Palmrose, Steven V 05/22/2019Responsible Manager Olson, Will T Olson, Will T 06/05/2019

8. Description of Change and Justification

Description of Change: Initial release. Justification: Document most recent inspection of the MO-173. PrHA: Roof inspection does not require a PrHA screening. This document does not involve or affect 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

200EMO-173

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 OrganizationBachart, Anthony JFillafer-Carr, Andrea LLee, David A FACILITIESMaple, Helena M FACILITIESOlson, Will T WASTE STORAGE & TECH SUPPORTPalmrose, Steven V WASTE STORAGE & TECH SUPPORTPowers, Mike J INDUSTRIAL SAFETYPrince, Andrew C DESIGN SERVICESSchreifels, Pamela K MAINTENANCE PROGRAMSSzymeczek, Jerzy H DESIGN SERVICESWinkley, Teri M MATERIAL PROCUREMENT

RPP-RPT-61506 Rev.00 6/18/2019 - 7:54 AM 1 of 34

Jun 18, 2019DATE:

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

Washington River Protection Solutions ROOF ASSESSMENT

COVER SHEET

Project Number: N/A

Building or Trailer Number: MO-173

Inspection Date: 12/19/18

Intended Load: Roof is safe for personnel and equipment. Roof is limited to a uniformly distributed load of 20 psf or two workers of 300 lbs concentrated load.

Location/Area: 200 East

Type of Structure: Mobile Offices

Age of Structure: Built in 1997

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: December 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

Signatures and dates are 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:

wood

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:

II. ROOFA. Roofing:

1. Metal type2. Built-up type3. Single-ply type4. Urethane5. Asphalt Shingle6. Other:

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:

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: 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

LLL

LDD DDL

-

ubE DLL

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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.See report for information and photographs.

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.

Location/Area: 200 EastBuilding or Trailer No.:

Date: 05/22/19 Project No.: N/A Inspection Date: 12/19/18

Comments:See report for more details.

N/A N/A

Y Y

MO-173

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RPP-RPT-61506 Revision 0

MO-173 Roof Inspection Report

Prepared by

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

Date Published May 2019

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

Contract No. Contract 67248, Release 001

washington river

Sprotection solutions

RPP-RPT-61506 Rev.00 6/18/2019 - 7:54 AM 5 of 34

Approved for Public Release;

Further Dissemination Unlimited

NUCLEAR SOLUTIONS - FEDERAL SERVICES

VNS Federal Services Roof Structural Analysis Report

MO-173 Roof Inspection Report

VFS-WRPS-301-RPT-022

Revision 0

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VFS-WRPS-301-RPT-022, Rev 0

Project Title: WRPS Roof Structural Analysis Report

Status: In-Process Final

Contains assumptions and/or inputs that require verification: LII Yes No

History

Revision Revision Summary

Originator: 2ivá-Z- / &/i /( 1Andrea Fillafer-Carr

Checker: / / / /0 Final To Bachart

Approver: /

Richard Sexton

2

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TABLE OF CONTENTS

1.0 OBJECTIVE/PURPOSE......................................................................................................5 2.0 SUMMARY OF RESULTS ................................................................................................5 3.0 CONCLUSION ....................................................................................................................5 4.0 INTRODUCTION/BACKGROUND ..................................................................................5 5.0 ASSUMPTIONS ..................................................................................................................5 6.0 ENGINEERING JUDGEMENTS .......................................................................................6 7.0 METHOD OF ANALYSIS..................................................................................................6 8.0 USE OF COMPUTER SOFTWARE...................................................................................6 9.0 RESULTS & CONCLUSIONS ...........................................................................................7 10.0 SUPPORTING DOCUMENTS ...........................................................................................8

10.1 References ................................................................................................................8 10.2 Supporting Documents.............................................................................................8

LIST OF APPENDICES

Appendix A – Field Walkdown Deficiency List .............................................................................9 Appendix B – MO-173 Walkdown Attendance List .....................................................................10 Appendix C – Field Walkdown Photographs ................................................................................11 Appendix D – Calculations ............................................................................................................21

LIST OF FIGURES

Figure C-1. Front of MO-173 .......................................................................................................11 Figure C-2. View of Roof Structural Assembly ...........................................................................12 Figure C-3. MO-173 Building Tag ...............................................................................................13 Figure C-4. Water Stained Ceiling Tiles.......................................................................................14 Figure C-5. Water Stained Ceiling Tiles.......................................................................................15 Figure C-6. Sprinkler Pipe Above Water Stained Ceiling Tiles ...................................................16 Figure C-7. View of Roof .............................................................................................................17 Figure C-8. Damaged Seam Seal ..................................................................................................18 Figure C-9. Deteriorating Seam Seals ..........................................................................................19 Figure C-10. Deteriorating Seam Seals ........................................................................................20

3

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LIST OF TERMS

Abbreviations, Initialisms, and Acronyms

ASCE American Society of Civil Engineers E East LVL Laminated Veneer Lumber NDS National Design Specification N/A Not Applicable No. Number O.C. On Center OSB Oriented Strand Board RPT Report Rev. Revision RPP River Protection Project SHT Sheet STD Standard WRPS Washington River Protection Solutions

Units

sqft Square Feet ft. Feet lbf Pounds per Foot psf Pounds per Square Foot psi Pounds per Square Inch in. Inches

4

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1.0 OBJECTIVE/PURPOSE

This report documents the results from the roof assessment conducted on December 19, 2018 on building MO-173. The objective of this project is to ensure the safety of the roof’s walking surface for personnel and equipment.

2.0 SUMMARY OF RESULTS

No major structural deficiencies were identified. Several leaks were identified by stained ceiling tiles. These leaks appear to be from firewater lines and HVAC condensation, but should be monitored. The sealant on the roof between metal panels and office modules is in poor condition. These seals are cracked and appear to be deteriorating. These seals should be checked and repaired as necessary. The roof is safe for two 300-lbs. individuals or a 20 psf distributed load.

3.0 CONCLUSION

The seals between metal panels and building modules should be checked and repaired. The roof is considered safe for construction access.

4.0 INTRODUCTION/BACKGROUND

There are 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, which may have been replaced several times. Some members may have experienced material degradation. There is a heightened awareness of roof deteriorations due to the building 105F roof panel collapsing in April 1992.

This inspection report is for building MO-173, which is in the 200 East Area of the Hanford Site. This assessment is completed by a qualified structural inspector following the procedures given in the American Society of Civil Engineers Standard ASCE 11-99, Guideline for Structural Condition Assessment of Existing Buildings. This roof assessment does not provide a qualification for the design of in-place loads that take place on the roof.

5.0 ASSUMPTIONS

No assumptions were made in the preparation of this report.

5

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6.0 ENGINEERING JUDGEMENTS

No unverified engineering judgements were used in the preparation of this report.

7.0 METHOD OF ANALYSIS

The roof assessment included a walkdown where the structural members and deck of the roof were inspected, followed by a report with a dead and live load analysis.

ASCE 11-99 was used as a guideline for inspecting the building. Photographs that were taken during the walkdown are shown in Appendix C. The inspection was limited to the roof deck and its supporting members. During the inspection, evidence of leaks or structural damage were inspected as potential problem areas. It is the building manager’s responsibility to assure that safety precautions are taken or are in place for roof and building access.

The roof deck and main structural members were checked for dead and live loads in Appendix D.

8.0 USE OF COMPUTER SOFTWARE

Software Name: Mathcad Prime

Version: 4.0

HISI ID Number: 1916

Grade NA Software: Software Management Plan not required

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

6

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9.0 RESULTS & CONCLUSIONS

The result of the inspection of building MO-173 are as follows:

Roof Status:

Building Location:

Building Drawings:

Prev. Inspection Reports:

Date of Inspection:

Inspection Members:

Building Description:

Structural Load Evaluations:

Deficiency Summary:

Recommendations:

Limitations and Precautions:

Re-Inspection Interval:

Safe

200E

97546, 47/49-52 A-C

N/A

December 19th, 2018

Tony Bachart & Andrea Fillafer-Carr

MO-173 is a 36 x 60 mobile office currently being used as office space. The main structural system of the roof is 2x10 and an LVL beam.

Roof load is 20 psf. See Appendix D.

See Appendix A.

Monitor for signs of leaks and seal if any occur.

See section 2.0, Summary of Results, and section 3.0, Conclusions.

5 years, roof evaluation valid through December 2023.

7

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10.0 SUPPORTING DOCUMENTS

10.1 References

97546, 47/49-52 A-C, 36’ x 60’ - Office, NWBS, 2006.

ASCE 11-99, Guideline for Structural Condition Assessment of Existing Buildings, American Society of Civil Engineers, 1999.

RPP-TE-52185, Rev. 0, Roof Framing Evaluation, MO-266, 267, 268, 282, 283, 284, 282, 291, & 531

10.2 Supporting Documents

PR-L233, APA Product Report, Pacific Woodtech Laminated Veneer Lumber Pacific Woodtech Corporation, APA – The Engineered Wood Association, www.apawood.org.

NDS, National Design Specification for Wood Construction AF&PA Washington D.C. 2006

NDS, National Design Specification for Wood Construction AF&PA Washington D.C. 2015

8

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APPENDIX A – FIELD WALKDOWN DEFICIENCY LIST

Deficiency List and Field Notes:

MO-173

Date: 12/19/18 Inspection Team: Tony Bachart PE,

Andrea Fillafer-Carr

No. Location Description Evaluation/Recommendation Individual Identifying Deficiency

1 Interior Ceiling

Water stains on ceiling tiles

These leaks appear to be from firewater lines and HVAC condensation, but should be monitored.

Tony Bachart, Andrea Fillafer-Carr

2 Roof Surface

The sealant on the roof between metal panels and office modules is in poor condition.

These seals should be checked and repaired as necessary.

Tony Bachart, Andrea Fillafer-Carr

9

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APPENDIX B – MO-173 WALKDOWN ATTENDANCE LIST

Name Business Per Inspection Tony Bachart, P.E. P.E., Roof InspectorAndrea Fillafer-Carr Civil/Structural Engineer Russell Ramirez WRPS Contractor P.E. = Professional Engineer WRPS = Washington River Protection Solutions

10

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APPENDIX C – FIELD WALKDOWN PHOTOGRAPHS

Figure C-1. Front of MO-173

11

IiiH.,H •iII iII=

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Figure C-2. View of Roof Structural Assembly

12

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Figure C-3. MO-173 Building Tag

13

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RPP-RPT-61506 Rev.00 6/18/2019 - 7:54 AM 18 of 34


Figure C-4. Water Stained Ceiling Tiles

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RPP-RPT-61506 Rev.00 6/18/2019 - 7:54 AM 19 of 34


Figure C-5. Water Stained Ceiling Tiles

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RPP-RPT-61506 Rev.00 6/18/2019 - 7:54 AM 20 of 34


Figure C-6. Sprinkler Pipe Above Water Stained Ceiling Tiles

16

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17

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Figure C-8. Damaged Seam Seal

18

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Figure C-9. Deteriorating Seam Seals

19

I

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Figure C-10. Deteriorating Seam Seals

20

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APPENDIX D – CALCULATIONS

21

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MO-173 CalculationWood joist are 2 x 10 DF #2 at 24'' O.C.

≔Fb 900 psi Allowable bending stress per Table 4A, 2015 NDS.

≔Fv 180 psi Shear design value per Table 4A, 2015 NDS.

≔CD 1.25 Load duration factor per Table 2.3.2, 2015 NDS.

＝CM NA Wet service area.

＝CT NA Temperature factor.

≔CL 1.0 Beam stability factor per Section 3.3.3, 2015 NDS.

≔CF 1.2 Size factor per Table 4A, 2015 NDS.

＝CFU NA Flat use factor.

＝CI NA Stress interaction factor for tapered glued laminated timbers.

≔CR 1.15 Repetitive member factor per Table 4A, 2015 NDS.

＝F'b ⋅⋅⋅⋅⋅⋅⋅Fb CD CT CL CF CFU CI CR Equation for the adjusted bending design per Table 3.4.1, 2015 NDS.

≔F'bjoist =⋅⋅⋅⋅Fb CD CL CF CR 1552.5 psi Adjusted bending design value.

＝F'v ⋅⋅⋅⋅Fv CD CM CT CI Equation for the adjusted shear value per Table 3.4.1, 2015 NDS.

≔F'vjoist =⋅Fv CD 225 psi Adjusted shear value.


22

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Determine dead load:≔DL 8 psf Dead load from drawing 97546, 47/49-52 A-C

Roof framing for building MO-173 consists of 2x10 joists spaced 24" O.C. with a 24'' deep LVL per drawing 97546, 47/49-52 A-C and confirmed by walkdown.

Determine properties of structural members:≔bjoist 1.5 in Width of 2x10 joist.

≔djoist 9.25 in Depth of 2x10 joist.

≔Ajoist =⋅bjoist djoist 13.88 in2 Area of 2x10 joist.

≔sjoist =――――⋅bjoist djoist

2

621.39 in3 Section modulus of 2x10 joist.

≔Ljoist 11.83 ft Length of 2x10 joist, per drawing 97546, 47/49-52 A-C.

≔spacingjoist 24 in Joist spacing per drawing 97546, 47/49-52 A-C.

≔TAjoist ⋅Ljoist spacingjoist Equation for determining joist tributary area.

=TAjoist 3407.04 in2 Joist tributary area.

Adjusted values:=F'vjoist 225 psi Allowable shear stress for Doug-Fir 2x10 per NDS

Table 4A.

=F'bjoist 1552.5 psi Allowable bending stress for Doug-Fir 2x10 per NDS Table 4A.


23

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≔bLVL ⋅2 1.5 in Width of LVL beam per drawing 97546, 47/49-52 A-C and confirmed by walkdown. Note: There are two beams sandwiched together.

≔dLVL 24 in Depth of LVL beam per drawing 97546, 47/49-52 A-C.

≔Abeam ⋅bLVL dLVL Equation for cross-sectional area of LVL beam.

=Abeam 72 in2 Cross-sectional area of LVL beam.

≔Sbeam ――――⋅bLVL dLVL

2

6Equation for LVL beam section modulus.

=Sbeam 288 in3 LVL beam section modulus.

≔Spanbeam 35.52 ft Length of longest unsupported LVL beam per drawing 97546, 47/49-52 A-C.

≔Fv 285 psi Allowable shear stress of LVL beam per PR-L233.

＝Fb 3100⎛⎜⎝――

12dLVL

⎞⎟⎠

―15

Equation for determining the allowable bending stress of LVL beam per PR-L233.

≔Fb 2698.7 psi The allowable bending stress of LVL beam.

=DL 8 psf Recall dead lead acting on roof.

≔LVLweight 2.1 psf Self weight of LVL beam per RPP-TE-52185 (conservatively used).

≔DLVL +DL LVLweight Equation for determining the total dead load on LVL beam.

=DLVL 10.1 psf Total dead load on LVL beam.

≔Tw =Ljoist 11.83 ft Tributary width acting on LVL beam per drawing 97546, 47/49-52 A-C.


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≔At =⋅Spanbeam Tw 420.2 ft2 LVL beam tributary area

Check LVL beam for shear:

＝fv ――3 V2 A

Shear stress acting on LVL beam, NDS Eq. 3.4.2

≔VLVLallowed ――――⋅⋅2 Abeam Fv

3Equation for determining the allowable shear force.

=VLVLallowed 13680 lbf Allowable shear force.

≔VD ―――⋅DLVL At

2Equation for shear force from the dead load.

=VD 2122.02 lbf Shear force from the dead load.

≔VLavailable -VLVLallowed VD Equation for remaining shear capacity available for live load.

=VLavailable 11557.98 lbf Remaining shear capacity available for live load.

＝VLavailable ――――⋅WL Spanbeam

2Determine LVL distributed load.

≔WL ――――⋅2 VLavailable

SpanbeamRearranging the equation above, to solve for WL.

=WL 650.79 ―lbfft

Live load weight.

≔LLallowed ――WL

TwEquation for allowable distributed live load.

=LLallowed 55.01 psf Allowable distributed live load.

≔Lpoint ⋅VLavailable 2 Equation for allowable point load.

=Lpoint 23115.96 lbf Allowable point load.


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Check LVL for bending:

＝fb ―MS

Bend stress acting on LVL beam.

≔MLVLavailable ⋅Fb Sbeam Determine the allowable bending moment.

=MLVLavailable 64768.8 ⋅lbf ft Allowable bending moment.

≔Md ――――――⋅⋅DLVL Tw Spanbeam

2

8Equation for moment from dead load.

=Md 18843.52 ⋅lbf ft Moment from dead load.

≔Mlavailable -MLVLavailable Md Equation for determining remaining moment capacity available for live load.

=Mlavailable 45925.28 ⋅lbf ft Remaining moment capacity available for live load.

＝Mlavailable ―――――⋅WLM Spanbeam

2

8Equation for distributed live load.

≔WLM ――――⋅8 Mlavailable

Spanbeam2

Equation for rearranging equation above to solve for .WLM

=WLM 291.2 ―lbfft

Distributed live load.

≔LLMallowed ――WLM

TwEquation for determining the allowable distributed live load.

=LLMallowed 24.62 psf Allowable distributed live load in bending.

＝Mlavailable ―――――⋅MLpoint Spanbeam

4Equation for determining the allowable live load point load.

≔MLpoint ――――⋅4 Mlavailable

SpanbeamEquation for determining the allowable point load.


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=MLpoint 5171.77 lbf Allowable point load in bending.

Check joist for shear:

＝fv ――3 V2 A

Shear stress acting on joist, NDS Eq. 3.4.2

≔Vjoistallowed ―――――⋅⋅2 Ajoist F'vjoist

3Equation for determining the allowable shear force.

=Vjoistallowed 2081.25 lbf Allowable shear force.

≔VDjoist ―――⋅DL TAjoist

2Equation for determining the shear force from the dead load.

=VDjoist 94.64 lbf Shear force from the dead load.

≔VLJavailable -Vjoistallowed VDjoist Equation for determining the remaining shear capacity avaliable for live load.

=VLJavailable 1986.61 lbf Remaining shear capacity avaliable for live load.

＝VLJavailable ―――⋅WLJ Ljoist

2Determine joist allowable distributed live load.

≔WLJ ――――⋅2 VLJavailable

LjoistEquation for determining the joist allowable distributed live load.

=WLJ 335.86 ―lbfft

Joist allowable distributed live load.

≔LLJallowed ――――WLJ

spacingjoistEquation for determining the allowable distributed live load.

=LLJallowed 167.93 psf Allowable distributed live load in shear.

≔LJpoint ⋅2 VLJavailable Equation for determining the allowable point load.


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=LJpoint 3973.22 lbf Allowable point load in shear.

Check joist for bending:

＝fb ―MS

Bend stress acting on joist.

≔MJavailable ⋅F'bjoist sjoist Equation for determining the available bending moment.

=MJavailable 2767.41 ⋅ft lbf Allowable bending moment.

≔Mdjoist ―――――――⋅⋅DL spacingjoist Ljoist

2

8Equation for determining the moment from dead load.

=Mdjoist 279.9 ⋅lbf ft Dead load moment

≔MlJavailable -MJavailable Mdjoist Equation for determining the remaining moment capacity available for live load.

=MlJavailable 2487.51 ⋅lbf ft Remaining moment capacity available for live load.

＝MlJavailable ――――⋅WLJM Ljoist

2

8Allowable distributed live load.

≔WLJM ――――⋅8 MlJavailable

Ljoist2

Using the above equation to determine equation for WLJM

=WLJM 142.2 ―lbfft

Live joist moment.

≔LLMJallowed ――――WLJM

spacingjoistEquation for determining the allowable distributed live load.

=LLMJallowed 71.1 psf Allowable distributed live load.

＝MlJavailable ――――⋅MLJpoint Ljoist

4Allowable live load point load.


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≔MLJpoint ――――⋅4 MlJavailable

LjoistAllowable point load

=MLJpoint 841.09 lbf Allowable point load

Results:

≔Minj =min⎛⎝ ,,,LLallowed LLMallowed LLJallowed LLMJallowed⎞⎠ 24.62 psf

≔Live_Load_is if ⎛⎝ ,,Minj > 30 psf “ACCEPTABLE” “NOT ACCEPTABLE”⎞⎠

=Live_Load_is “NOT ACCEPTABLE”

30 > 24.62psf.; live load as indicated on drawing 97546, 47/49-52 A-C is not acceptable. The live load will be limited to 20 psf.

≔Minp =min⎛⎝ ,,,Lpoint MLpoint LJpoint MLJpoint⎞⎠ 841.09 lbf

≔Point_Load_is if ⎛⎝ ,,>Minp 600 lbf “ACCEPTABLE” “NOT ACCEPTABLE”⎞⎠

=Point_Load_is “ACCEPTABLE”


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