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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.

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1. Doc No: RPP-CALC-60686 Rev. 00

2. Title:Structural Evaluations of the A/AX Chemical Add System Support Structure

3. Project Number:T2R02

☐ N/A 4. Design Verification Required:

☐ Yes ☒ No

5. USQ Number: ☒ N/A

N/A-8

6. PrHA Number Rev. ☐ N/A

PRHA-02038 00PRHA-02039 00PRHA-02040 00PRHA-02041 00

Clearance Review Restriction Type:public

7. Approvals

Title Name Signature Date

Clearance Review BRATTON, GAYLA E BRATTON, GAYLA E 03/30/2017

Design Authority WITHERSPOON, JP P WITHERSPOON, JP P 03/29/2017

Checker SIELER, NATHAN W SIELER, NATHAN W 03/22/2017

Document Control Approval SCALES, ANTHONY A SCALES, ANTHONY A 03/30/2017

Originator CAMPBELL, RICHARD B CAMPBELL, RICHARD B 03/22/2017

Other Approver SNYDER, JOSHUA J SNYDER, JOSHUA J 03/28/2017

PrHA Lead SMITH, RYAN D SMITH, RYAN D 03/29/2017

Responsible Engineering Manager HANSON, CARL E HANSON, CARL E 03/29/2017

USQ Evaluator SMITH, RYAN D SMITH, RYAN D 03/29/2017

8. Description of Change and Justification

For Approval

Due to the relatively simple nature and the general service status of the equipment, a graded approach was applied and design verification was not performed as allowed by ARES quality assurance procedure 3.5, Design Verification.

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

241-A

241-A-285

241-AX

241-CHEMB

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

H-14-110574 SH 001 00 A/AX RETRIEVAL CHEMICAL ADD MANIFOLD PARTS LIST

H-14-110574 SH 002 00 A/AX RETRIEVAL CHEMICAL ADD MANIFOLD NOTES

H-14-110574 SH 003 00 A/AX RETRIEVAL CHEMICAL ADD MANIFOLD ASSEMBLY

H-14-110574 SH 004 00 A/AX RETRIEVAL MANIFOLD FRAME ASSEMBLY

H-14-110574 SH 005 00 A/AX RETRIEVAL MANIFOLD FRAME ISOMETRICS

H-14-110574 SH 006 00 A/AX RETRIEVAL CHEMICAL ADD MANIFOLD DETAILS AND VIEWS



H-14-110574 SH 009 00 A/AX RETRIEVAL MANIFOLD FRAME DETAILS

H-14-110574 SH 010 00 A/AX RETRIEVAL MANIFOLD FRAME VIEWS

RPP-CALC-60167 01 241-AX Farm Buried & Above Grade Water and Chemical Piping ASME B31.3 and B31.9 Analysis

RPP-SPEC-60023 03 Construction Specification for A/AX-Farm Waste Retrieval Project

14. Distribution

Name Organization

ANDROS, BENJAMIN E

ATKINS, LARRY B CONSTRUCTION & COMMISSIONING

BRYDEN, MICHAEL J C-FARM RETRIEVAL ENGRNG

RPP-CALC-60686 Rev.00 3/30/2017 - 7:41 AM 1 of 41

Mar 30, 2017

DATE:

DOCUMENT RELEASE AND CHANGE FORM Doc No: RPP-CALC-60686 Rev. 00

2 SPF-001 (Rev.D1)

14. Distribution

Name Organization

COOK, SHAUN M

HANSON, CARL E AY-102 RETRIEVAL ENGRNG

HOPKINS, GARY P R&C CONSTRUCTION

HULL, KEVIN J ELECTRICAL/AREA/242A-EVAP ENG

PARKMAN, DAVID B MARS-BASED RETRIEVAL ENGRNG

SNYDER, JOSHUA J

WITHERSPOON, JP P A/AX RETRIEVAL ENGRNG

RPP-CALC-60686 Rev.00 3/30/2017 - 7:41 AM 2 of 41

A-6002-767 (REV 3)

RPP-CALC-60686, Rev. 0

Structural Evaluation of the A/AX Chemical Add System Support Structure

Author Name:

RB Campbell

ARES Corporation for Washington River Protection Solutions, LLC

Richland, WA 99352U.S. Department of Energy Contract DE-AC27-08RV14800

EDT/ECN: DRCF UC: N/A

Cost Center: N/A Charge Code: N/A

B&R Code: N/A Total Pages: See DRCF Page Count

Key Words: Wind, Seismic, Flexure, HSS, Angle, Live Load, Snow, Weld,

Abstract: The purpose of this calculation is to analyze the A/AX Chemical Addition System

Support Structure (H-14-110574). This structure is required to support piping outside the

241-A-285 Building. The structure is analyzed for dead, wind, seismic, snow and live load

forces in accordance with TFC-ENG-STD-06, AISC, ASCE 7 and ACI 318.

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.

Release Approval Date Release Stamp

Approved For Public Release

RPP-CALC-60686 Rev.00 3/30/2017 - 7:41 AM 3 of 41

By G. E. Bratton at 7:50 am, Mar 30, 2017

Mar 30, 2017

DATE:

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CALCULATION SHEET

Project No. 054409.15.047 Calculation No. 054409.15.016-S-001 Rev. 0 Page No. 3 of 38

Title: Structural Evaluation of the A/AX Chemical Add System Support Structure

Prepared By: RB Campbell Date: 3/21/17 Checked By: NW Sieler Date: 3/21/17

Quality Assurance Procedure 3.1 Calculation Sheet (05-10)

Table of Contents

1.0 PURPOSE ....................................................................................................................................................4

2.0 METHODOLOGY ......................................................................................................................................4

3.0 DESIGN INPUTS ........................................................................................................................................4

4.0 ASSUMPTIONS ..........................................................................................................................................4

5.0 COMPUTER SOFTWARE .........................................................................................................................5

6.0 RESULTS AND CONCLUSIONS .............................................................................................................5

7.0 REFERENCES ............................................................................................................................................5

8.0 CALCULATIONS .......................................................................................................................................7

ATTACHMENTS

Attachment 1

Reference Cut Sheets

Acronyms

ACI American Concrete Institute

AISC American Institute of Steel Construction

ASCE American Society of Civil Engineers

ASME American Society of Mechanical Engineers

ASTM American Society for Testing and Materials

DCR Design to Capacity Ratio

IBC International Building Code

LRFD Load Resistance Factored Design

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1.0 PURPOSE

The purpose of this calculation is to analyze the A/AX Chemical Addition System Support Structure. This

structure is required to support piping outside the 241-A-285 Building. The structure is analyzed for dead,

wind, seismic, snow and live load forces in accordance with TFC-ENG-STD-06, AISC, ASCE 7 and ACI 318.

2.0 METHODOLOGY

Natural phenomena (wind, seismic, snow) forces on the structure are determined using the design parameters

from TFC-ENG-STD-06, Design Loads for Tank Farm Facilities and the equations from ASCE 7-10, Minimum

Design Loads for Buildings and Other Structures. The structure is analyzed using LRFD applicable load

combinations per ASCE 7-10. Hand calculations are used to determine the forces on each individual member

(seismic on horizontal HSS, wind on the HSS roof members, etc.). Individual steel members (angles, plates and

HSS) are checked using AISC, Steel Construction Manual for flexure and compression. Welded connections

are checked using AISC and Blodgett, Design of Welded Structures. Anchor bolts are checked using ACI 318,

Building Code Requirements for Structural Concrete and Commentary. The PBR Panels and TEK screws are

compared to the manufacture’s published allowable loads.

The forces and moments on the pipes are found using hand calculations and worst case load combinations.

These are then checked against the allowable member capacities determined using AISC.

The piping was analyzed in RPP-CALC-60167 and determined to be acceptable for operational loads in

accordance with ASME B31.3.

3.0 DESIGN INPUTS

1. The PBR wall panels are conservatively taken to have a weight of 3.0 psf. (Metal Sales, PBR Roof

Panel, See Attachment 1)

2. All other Inputs are given in Section 8.0, Calculations.

4.0 ASSUMPTIONS

There are no unverified assumptions in this calculation. Engineering judgments are used and justified in the

body of the calculation.

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5.0 COMPUTER SOFTWARE

No unverified computer software was used in this analysis. Mathcad®1 15.0 was used for the hand calculations.

Calculations are checked using a handheld calculator.

6.0 RESULTS AND CONCLUSIONS

Based on the results from Section 8.0 the structure is adequate to withstand natural phenomena hazards and the

live loading from the piping.

7.0 REFERENCES

ACI 318-11, Building Code Requirements for Structural Concrete and Commentary, 2011, American Concrete

Institute, Farmington Hills, MI

AISC 14th Edition, Steel Construction Manual, American Institute of Steel Construction, Inc., 2011, Chicago,

IL

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

Engineers, Reston, VA

Blodgett, O W, 1991, Design of Welded Structures, Fourteenth Printing, The James F. Lincoln Arc Welding

Foundation, Cleveland, OH

Crane, Technical Paper No. 410, Flow of Fluids Through Valves, Fittings and Pipe, Crane Co., 2009, USA

ESR-1917, Hilti Kwik Bolt TZ Carbon and Stainless Steel Anchors in Cracked and Uncracked Concrete,

Reissued May 2015, ICC Evaluation Services, Brea, CA

H-14-110024, Sheet 1, Rev. 3, A/AX Retrieval Civil/Structural Foundation Details, U.S. Department of Energy,

Richland, WA (including ECN-713278)

H-14-110033, Sheet 2, Rev. 1, A/AX Retrieval Air & Water Piping Arrangement, U.S. Department of Energy,

Richland, WA (including ECN-713257)

H-14-110574, Sheets 1-10, Rev. 0, A/AX Infrastructure Manifold, U.S. Department of Energy, Richland, WA

IBC 2012, International Building Code, International Code Council, 2012, Country Club Hills, IL

ITW Buildex, Scots Long Life Teks Fasteners, (See Attachment 1)

Metal Sales, PBR Panel, (See Attachment 1)

1 Mathcad is a registered trademark of Parametric Technology Corporation., Needham, Massachusetts.

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PH-13, Pipe Hangers and Supports, 2013, B-Line by Eaton

RPP-CALC-60167, Rev. 1, 241-AX Farm Buried & Above Grade Water and Chemical Piping ASME B31.3 and

B31.9 Analysis, U.S. Department of Energy, Richland, WA

RPP-SPEC-60023, Rev. 3, Construction Specification for A/AX-Farm Waste Retrieval Project, U.S.

Department of Energy, Richland, WA

TFC-ENG-STD-06, Rev. C-9, Design Loads for Tank Farm Facilities, U.S. Department of Energy, Richland,

WA

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CALCULATION SHEET

Calculation Title:Structural Evaluation of the A/AX Chemical Add System Support Structure

Calc. No. 054409.15.016-S-001Rev. 0 Page 7 of 38

Prepared By: RB Campbell

Date: 3/21/17

Checked By: NW Sieler

Date: 3/21/17

8.0 Calculations

Figure 1: Sketch showing general layout of structure analyzed in this calculation

8.1 Starting Values and Material Properties

E 29000ksi Modulus of elasticity for carbon steel. (AISC 14th Ed., Table

B4.1b)

FyA500 46ksi Yield strength for ASTM A500, Gr. B. This is the HSS material.

(AISC 14th Ed., Table 2-4)

FuA500 58ksi Ultimate strength for ASTM A500, Gr. B. (AISC 14th Ed., Table

2-4)

FyA36 36ksi Yield strength for ASTM A36. This is the Angle and Plate material.

(AISC 14th Ed., Table 2-5)

FuA36 58ksi Ultimate strength for ASTM A36. (AISC 14th Ed., Table 2-5)

ρstl 490pcf Weight density of steel. (AISC 14th Ed., Table 17-12)

ρconc 150pcf Weight density of concrete. (AISC 14th Ed., Table 17-12)

f'c 4500psi Compressive strength of concrete. (RPP-SPEC-60023)

Mathcad

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8.2 Determine Loads Acting on the Structure

8.2.1 Dead Loads

PBR Panels

Wtpbr 3.0psf Weight per area of roof paneling. (See Design Inputs)

Structural Steel Members

Wthss_3 8.81plf Weight per foot of HSS3x3x1/4. (AISC 14th Ed., Table 1-12)

Wthss_2 5.41plf Weight per foot of HSS2x2x1/4. (AISC 14th Ed., Table 1-12)

WtL_2 3.19plf Weight per foot of L2x2x1/4. (AISC 14th Ed., Table 1-7)

Wtbase ρstl 12in 12in1

2in 20.4 lbf Weight per base plate. (H-14-110574, Sh. 4)

Process Piping and Equipment

Wtp_1 1.50 1.68plf 0.375plf( ) 3.1 plf Weight per foot of 1" Sch. 40 pipe including water. (AISC 14th

Ed., Table 1-14 and Crane, pg B-13)

Wtp_1.5 1.50 2.72plf 0.882plf( ) 5.4 plf Weight per foot of 1-1/2" Sch. 40 pipe including water. (AISC 14th


Wtp_3 1.50 7.58plf 3.20plf( ) 16.2 plf Weight per foot of 3" Sch. 40 pipe including water. (AISC 14th


Note: The pipe weights above have been increased by a 50% factor to account for small valves, fittings and small

miscellaneous equipment.

8.2.2 Roof Live Load

LLroof 20psf Minimum roof live load. (TFC-ENG-STD-06, Section 3.5.2)

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Date: 3/21/17

qw 0.00256 Kz Kzt KdV

mph

2

Iw psf 22.4 psf

8.2.3 Snow Load

Snow load on the roof is determined in accordance with ASCE 7-10, Chapter 7 for a flat roof.

pg 15psf Minimum ground snow load. (TFC-ENG-STD-06, Section 3.5.3)

Ce 1.0 Exposure factor. (ASCE 7-10, Table 7-2)

Ct 1.2 Thermal Factor. (ASCE 7-10, Table 7-3)

Importance factor for snow. (Table 1.5-2 based on Risk Category

from Table 1.5-1)Is 1.0

pf 0.7 Ce Ct Is pg 12.6 psfFlat roof snow load. (ASCE 7-10, Eq. 7.3-1)

Snow max pf pg 15.0 psf

8.2.4 Wind Load

A horizontal wind force will act on piping and is considered as a solid freestanding wall per ASCE 7-10, Chapter 29. The

manifold frame is considered an open structure, with wind loads on the PBR panels determined in accordance with ASCE

7-10, Chapter 27.

Iw 1.0 Importance factor for PC-1. (TFC-ENG-STD-06, Table 3)

V 110mph Basic wind speed for PC-1. (TFC-ENG-STD-06, Table 3)

Kzt 1 Topographic factor. (ASCE 7-10, Section 26.8)

Kd 0.85 Directionality factor. (ASCE 7-10, Table 26.6-1)

Kz 0.85 Velocity pressure exposure coefficient. (ASCE 7-10, Table 27.3-1)

G 0.85 Gust effect factor. (ASCE 7-10, Section 26.9)

hn102.5in 123.5in

29.42 ft Average Height of Building. (H-14-110574)

Roof Pressure Distributions

Velocity pressure. (ASCE 7-10, Eq. 27.3-1)

Between 0-9.42ft: Load Case A

Load Case B

Between 9-18.84ft: Load Case A

Load Case B

Beyond 18.84ft: Load Case A

Load Case B

When is equal to 90 deg. or 270 deg, there is clear wind flow.

Therefore clear wind flow will be used. (ASCE 7-10, Figure

27.4-7) Negative values mean the wind force is acting away from

the roof surface.CN

0.8

0.8

0.6

0.5

0.3

0.3

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pw CN qw G CN

= 0 degrees: Load Case A

Load Case B


Load Case B

CNW

1.1

2.1

1.3

1.8

When is equal to 180 deg. there is clear wind flow. However,

when = 0 deg. the 241-A-285 building provides obstructed wind

flow. Values used are for = 15 deg, which is approximately the

roof angle on the structure. (ASCE 7-10, Figure 27.4-4) Negative

values mean the wind force is acting away from the roof surface.


Load Case B


Load Case B

CNL

1.5

0.6

1.6

0.6

Wind design pressure. (ASCE 7-10, Eq. 27.4-3)

Wroof_1 pw CN

15.2

15.2

11.4

9.5

5.7

5.7

psf Wroof_2 pw CNW

20.9

39.9

24.7

34.2

psf Wroof_3 pw CNL

28.5

11.4

30.4

11.4

psf

Figure 2: Summary of Wind Pressures on the Roof Panels

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Figure 3: Summary of Wind Pressures on Roof Panels, (u) = uplift

Wind Load on Piping

Velocity pressure exposure coefficient. All other values are the same

as previously defined. (ASCE 7-10, Table 29.3-1)Kz 0.85

qh 0.00256 Kz Kzt KdV

mph

2

Iw psf 22.4 psf Velocity pressure. (ASCE 7-10, Eq. 29.3-1)

B 7ft 11in 95.0 in Width of piping. (H-14-110574, Sh. 7)

h 4ft 1.75in 49.8 in Height to top of piping. (H-14-110574)

s h 2ft 2in( ) 23.8 in Height of piping. (H-14-110574)

Aspect Ratio and Clearance Ratio. These values are used to

determine the force coefficient in ASCE 7-10, Fig. 29.4-1.

B

s4.00

s

h0.48

Cf 1.71 Force coefficient. (ASCE 7-10, Fig. 29.4-1)

pw_piping qh G Cf 32.5 psf Wind pressure acting on the piping. (ASCE 7-10, Eq. 29.4-1)

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8.2.5 Seismic Load

SD1_h 0.192

Horizontal five-percent damped design spectral response

acceleration at short periods. (TFC-ENG-STD-06)SDS_h 0.588

SD1_v 0.098Vertical five-percent damped design spectral response acceleration

at short periods. (TFC-ENG-STD-06)SDS_v 0.346

Ie 1.0 Importance Factor. (TFC-ENG-STD-06)

Lowest response modification coefficient (conservative). (ASCE

7-10, Table 12.2-1)R 1.5

Cs

SDS_h

R

Ie

0.39 Seismic response coefficient. (ASCE 7-10, Eq. 12.8-2)

Long-period transition period. (ASCE 7-10, Section 12.8.1

referring to Section 11.4.5, which refers to Figure 22-12)TL 16s

Ct 0.02 Approximate period parameter. (ASCE 7-10, Table 12.8-2)

x' 0.75 Approximate period parameter. (ASCE 7-10, Table 12.8-2)

hn 9.4 ftAverage roof height of structure in feet. (previously defined)

Ta Ct

hn

ft

x'

0.1 Approximate fundamental period. (ASCE 7-10, Eq. 12.8-7)

T Ta 0.1 Fundamental period of structure is permitted to be taken as the

calculated approximate period. (ASCE 7-10, Section 12.8.2)

T < TL ; therefore use Equation 12.8-3

Cs_max

SD1_h

TR

Ie

1.2 Maximum seismic response coefficient. (ASCE 7-10, Eq. 12.8-3)

Cs_min min 0.044 SDS_h Ie 0.01 0.01 Minimum seismic response coefficient. (ASCE 7-10, Eq. 12.8-5)

ρ 1.3 Redundancy factor. (ASCE 7-10, Section 12.3.4.2)

Factor to be multiplied by tributary weight to determine horizontal

seismic force, using ASCE 7-10, Eq. 12.8-1 and 12.4-3.Seismicfactor_h Cs ρ 0.51

Factor to be multiplied by tributary weight to determine vertical

seismic force, using ASCE 7-10, Eq. 12.4-4.Seismicfactor_v 0.2 SDS_v 0.07

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8.3 Determine Applied Loads

8.3.1 Tributary Forces

Dead Load from Roof

This section translates the tributary mass supported by each structural member into a linear load.

Droof_edge_beam Wtpbr7.25ft

4Wthss_3 14.2 plf Tributary weight of the roof paneling on the edge roof

beams.

Droof_mid_beam Wtpbr 7.25ft 0.5( ) Wthss_3 19.7 plf Tributary weight of the roof paneling on the middle roof

beam.

Seismic Loads per Tributary Length

This section lists seismic loads applied to each structural member.

E_hroof_edge_beam Seismicfactor_h Droof_edge_beam 7.3 plf

Seismic forces on roof beams based on HSS self

weight and tributary paneling.E_vroof_edge_beam Seismicfactor_v Droof_edge_beam 1.0 plf

E_hroof_mid_beam Seismicfactor_h Droof_mid_beam 10.0 plf

E_vroof_mid_beam Seismicfactor_v Droof_mid_beam 1.4 plf

E_hhss_3 Seismicfactor_h Wthss_3 4.5 plf

E_vhss_3 Seismicfactor_v Wthss_3 0.6 plf

E_hhss_2 Seismicfactor_h Wthss_2 2.8 plf Seismic forces for the steel members based on self weight. These

are used later in the calculation to determine the adequacy of the

angles, columns and non HSS members. The seismic forces on the

piping are accounted for in RPP-CALC-60167.

E_vhss_2 Seismicfactor_v Wthss_2 0.4 plf

E_hL_2 Seismicfactor_h WtL_2 1.6 plf

E_vL_2 Seismicfactor_v WtL_2 0.2 plf

Wind loads on Members due to Tributary Area

This section translates the wind load on the tributary areas of paneling on the roof of the structure into a linear load applied

to members. The wind forces on the roof are greater when the wind force acts at 0 deg or 180 rather than 90 deg, (See

Figures 2 and 3).

Roofangle 13deg Slope of the roof. (H-14-110574, Sh. 4)

Tributary span length of the roof panels. Note that when the wind

force is at 0 deg or 180 deg (See Figure 2) the pressure changes at

the middle.Trib 7.25ft 0.25 1.8 ft

Wroof_edge_beam_uplift Trib min Wroof_22

Wroof_21

Wroof_31

Wroof_32

72.4 plf

Wroof_mid_beam_uplift Trib min Wroof_31

Wroof_21

Wroof_22

Wroof_32

93.1 plf

Wroof_edge_beam_downforce Trib max Wroof_23

Wroof_24

Wroof_33

Wroof_34

62.1 plf

Wroof_mid_beam_downforce Trib max Wroof_33

Wroof_23

Wroof_24

Wroof_34

100.0 plf

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The horizontal wind force on HSS and piping members.

Whorizontal_beam_3x3 pw_piping 3in 8.1 plf Horizontal wind force on the HSS 3x3 members.

Whorizontal_beam_2x2 pw_piping 2in 5.4 plf Horizontal wind force on the HSS 2x2 members.

Horizontal wind force on the piping. Conservatively using a 3" pipe

as a maximum wind area.Wpiping pw_piping 3.5in 9.5 plf

Wcolumn Whorizontal_beam_3x3 8.1 plf Horizontal wind force on the columns. Note these are HSS 3x3

members.Roof Live Load due to Tributary Area

This section translates the roof live load pressure on the tributary area of paneling into linear loads.

Lrroof_edge_beam Trib LLroof 36.3 plf

Lrroof_mid_beam 2 Trib LLroof 72.5 plf

Snow Load due to Tributary Area

This section translates the snow pressure on the tributary area of paneling into linear loads.

Snowroof_edge_beam Trib Snow 27.2 plf

Snowroof_mid_beam 2 Trib Snow 54.4 plf

Live Load from RPP-CALC-60167 (ASME B31.3 Analysis)

The following loads were provided from RPP-CALC-60167. Per the AutoPIPE analysis the loads are taken from Node A12

(278.65 lbf), D06 (108.72 lbf) and M04 (69.4 lbf) which correspond to the check in Section 8.5.3. These are the maximum

vertical loads and may include thermal, wind and seismic forces.

PipeLive_3in 280lbf

PipeLive_1.5in 110lbf

8.4 Determine Capacities of Structural Steel Members

Weight per foot of HSS 3x3x1/4 (top) and HSS 2x2x1/4 (bottom).

(AISC 14th Ed., Table 1-12)Wthss

Wthss_3

Wthss_2

8.81

5.41plf

Ahss

2.44

1.51in

2Cross sectional area of HSS members. (AISC 14th Ed., Table 1-12)

Width-to-thickness ratios for HSS members. (AISC 14th Ed., Table

1-12)b_thss

9.88

5.58

Ihss

3.02

0.747in

4Moment of inertia of HSS members. (AISC 14th Ed., Table 1-12)

Elastic section modulus of HSS members. (AISC 14th Ed., Table

1-12)Shss

2.01

0.747in

3

rhss

1.11

0.704in Radius of gyration of HSS members. (AISC 14th Ed., Table 1-12)

Plastic section modulus of HSS members. (AISC 14th Ed., Table

1-12)Zhss

2.48

0.964in

3

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Torsional coefficient for HSS members. (AISC 14th Ed., Table

1-12)Jhss

5.08

1.31in

4

Torsional coefficient for HSS members. (AISC 14th Ed., Table

1-12)Chss

3.52

1.41in

3

8.4.1 HSS Structural Members in Flexure

λ b_thss

9.88

5.58Width to thickness ratio for the HSS. (previously defined)

λp 1.12E

FyA500

28.1 Limiting width to thickness ratio for compact HSS sections in

flexure. (AISC 14th Ed., Table B4.1b, Case 17)

λ λp

1.0

1.0The sections are compact.

ϕb 0.90 LRFD reduction factor for bending. (AISC 14th Ed., Section F1)

ϕMnhss ϕb FyA500 Zhss

8556

3326ft lbf Allowable bending moment in the HSS. (AISC 14th Ed., Eq. F7-1)

8.4.2 HSS Structural Members in Compression

λ b_thss

9.88

5.58Width-to-thickness ratio. (previously defined)

λr 1.40E

FyA500

35.2 Limiting width-to-thickness ratio. (AISC 14th Ed., Table B4.1a,

Case 6)

λ λr

1.0

1.0The sections are nonslender.

Height to the location of applied load on the column. The distance

is the longest HSS 2x2 cross brace and the height to the top of the

structure for the HSS 3x3 columns. (H-14-110574)L

hn

70in

9.4

5.8ft

Effective length factor for fixed-rotation fixed and translation

free. (AISC 14th Ed., Table C-A-7.1)K 1.2

KL_rK L

rhss

122.2

119.3Slenderness ratio for the support columns.

Feπ

2E

KL_r2

19.2

20.1ksi Elastic buckling stress. (AISC 14th Ed., Eq. E3-4)

Fcr1

0.658

FyA500

Fe1

FyA500 KL_r1

4.71E

FyA500

if

0.877 Fe1

KL_r1

4.71E

FyA500

if

16.8 ksi Critical Stress. (AISC 14th Ed., Eq. E3-2

and E3-3)

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Fcr2

0.658

FyA500

Fe2

FyA500 KL_r2

4.71E

FyA500

if

0.877 Fe2

KL_r2

4.71E

FyA500

if

17.6 ksi Critical Stress. (AISC 14th Ed., Eq. E3-2

and E3-3)

Fcr

16.8

17.6ksi

Nominal compression capacity of the HSS. (AISC 14th Ed., Eq.

E3-1)Pn

Fcr1

Ahss1

Fcr2

Ahss2

41.0

26.6kip

LRFD reduction factor for compression. (AISC 14th Ed., Section

E1)ϕc 0.90

ϕPnhss ϕc Pn

36.9

24.0kip Allowable compression force in the HSS member.

8.4.3 Angle Iron Members in Flexure

The most heavily loaded angle members analyzed are welded to HSS members on both of their ends and have pipes strapped

to them which help to inhibit rotational buckling. Therefore, flexural capacity is taken about the geometric axis.

WtL_2 3.19plf Weight per foot of L2x2x1/4" members. (AISC 14th Ed., Table

1-7)

bL_2 2in Leg width of L2x2x1/4" members. (AISC 14th Ed., Table 1-7)

tL_2 0.25in Leg thickness of L2x2x1/4" members. (AISC 14th Ed., Table 1-7)

Cross sectional area of L2x2x1/4" members. (AISC 14th Ed., Table

1-7)AL_2 0.994in

2

Moment of inertia for L2x2x1/4" members. (AISC 14th Ed., Table

1-7)IL_2 0.346in

4

Elastic section modulus of L2x2x1/4" members. (AISC 14th Ed.,

Table 1-7)SL_2 0.244in

3

Radius of gyration for L2x2x1/4" members. (AISC 14th Ed., Table

1-7)rL_2 0.605in

Distance to centroid from extreme fiber for L2x2x1/4" members.

(AISC 14th Ed., Table 1-7)yL_2 0.586in

Plastic section modulus for L2x2x1/4" members. (AISC 14th Ed.,

Table 1-7)ZL_2 0.440in

3

Torsional constant for L2x2x1/4" members. (AISC 14th Ed., Table

1-7)JL_2 0.0209in

4


1-7)CwL_2 0.00572in

6


1-7)roL_2 1.08in

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Check if Section is Compact

λbL_2

tL_2

8.0 Width-to-thickness ratio. (AISC 14th Ed., Table B4.1b)

λp 0.54E

FyA36

15.3 Limiting width-to-thickness ratio. (AISC 14th Ed., Table B4.1b)

λ λp 1.0 The section is compact.

Calculate Flexural Capacity

Cb 1.0 Lateral torsional buckling modification factor value. Conservatively

using 1.0. (AISC 14th Ed., Section F1)

t tL_2 0.25 in Leg thickness.

b bL_2 2.0 in Full width of leg in compression.

Lb 63in Longest unbraced length of angle. (H-14-110574, Sh 4)

Lateral torsional buckling

moment for bending about

an angle's geometric axis

with no axial compression.

(AISC 14th Ed., Section

F10.2 iii, Eq. F10-6a & b)

Me min0.66 E b

4t Cb

Lb2

1 0.78Lb t

b2

2

10.66 E b

4t Cb

Lb2

1 0.78Lb t

b2

2

1

Me 4209.0 ft lbf

My FyA36 ZL_2 1320.0 ft lbf Yield moment.

MnL_2 min 1.92 1.17My

Me

My 1.5 My 1669.5 ft lbf Nominal flexural capacity. (AISC 14th Ed., Eq. F10-3)

ϕMnL_2 ϕb MnL_2 1502.6 ft lbf Allowable flexural capacity of the angle.

8.4.4 Summary of Member Capacities

ϕMnhss_3 ϕMnhss1

8556 ft lbf Moment capacity of 3x3x1/4" HSS. (previously defined)

ϕMnhss_2 ϕMnhss2

3326 ft lbf Moment capacity of 2x2x1/4" HSS. (previously defined)

ϕPnhss_3 ϕPnhss1

36.9 kip Compression capacity of 3x3x1/4" HSS. (previously defined)

ϕPnhss_2 ϕPnhss2

24 kip Compression capacity of 2x2x1/4" HSS. (previously defined)

ϕMnL_2 1502.6 ft lbf Moment capacity of L2x2x1/4". (previously defined)

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8.5 Determine Adequacy of Structural Steel Members

8.5.1 Discussion on Applicable Load Combinations

ASCE 7-10 LRFD load combinations are used for the design of this structure due to the involvement of concrete in the

design. The load combination which creates the worst case force on each member is determined in this section. LRFD load

combinations from ASCE 7-10, Section 2.3.2 are listed below:

1.4*D

1.2*D + 1.6*L + 0.5 (Lr or S or R)

1.2*D + 1.6 (Lr or S or R) + (L or 0.5*W)

1.2*D + 1.0*W + L + 0.5 (Lr or S or R)

1.2*D + 1.0*E + L + 0.2*S

0.9*D + 1.0*W

0.9*D + 1.0*E

Not all of the loads and combinations are relevant. The applicable load combinations used in this analysis are determined by

engineering judgment and are listed below:

Combination 1) 1.4*D

Combination 2) 1.2*D + 1.6*Lr + 0.5*W

Combination 3) 1.2*D + 1.0*W + L + 0.5*Lr

Combination 4) 1.2*D + 1.0*E + L + 0.2*S

Combination 5) 0.9*D + 1.0*W

Combination 6) 0.9*D + 1.0*E

Note that Load Combination 2 only applies to the roof members, as

the other members do not have a roof live load, and by inspection

Load Combination 3 bounds all non roof members. By inspection

Load Combination 5 governs over Load Combination 6. The

seismic forces are minimal compared to wind forces and other load

combinations.

8.5.2 Determine Adequacy of HSS 2x2 Members

The HSS 2x2 members are used for cross bracing on the structure. The forces applied to them are wind, seismic and dead

weight. The wind and seismic forces are minimal, therefore HSS 2x2 members are adequate by inspection. The member

capacities are listed below.

ϕMnhss_2 3325.8 ft lbf ϕPnhss_2 24.0 kip

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8.5.3 Determine Adequacy of L2x2 Members

The worst case angle loading has 3 pipes being supported (one 3" and two 1.5" pipes). See H-14-110574, Sheet 9, Detail 3.

Load Combinations 1, 3 & 4 are checked.

Dpiping_1 1.4 2 Wtp_1.5 Wtp_3 37.8 plf The piping dead load on the angles.

L2x2_1 1.4 WtL_2 4.5 plf

L2x2_3_dist_D 1.2 WtL_2 3.8 plf

L2x2_3_Dead_pt 1.2 5ft Wtp_3 2 Wtp_1.5 5ft 161.9 lbf

L2x2_3_horiz 1.0 Wpiping 9.5 plf

L2x2_3_point_L 1.0 PipeLive_3in 2PipeLive_1.5in 500.0 lbf

L2x2_4_dist_L 1.2 WtL_2 1.0 E_hL_2 5.5 plf

L2x2_4_Dead_pt 1.2 5ft Wtp_3 2 Wtp_1.5 5ft 161.9 lbf

L2x2_4_horiz 1.0 E_hL_2 1.6 plf

L2x2_4_point_L 1.0 PipeLive_3in 2PipeLive_1.5in 500.0 lbf

L2x2x1/4 Angle Members

The angles are used to support piping. The longest unbraced length is used to determine the maximum flexural demand.

There are 2 other angles which are cantilevered and have a total length of 8". The moment from these angles are minimal, so

they are adequate by inspection. The angles located at the center columns are longer, but only have one pipe supported by

the angle, so the total live load and dead load are both smaller. The 3x3 angles are considered bounded by this section. The

length of the 3x3 angles are approximately 1.5 feet which is smaller than the other angles, therefore they are adequate by

comparison.

Length 2ft Length of the angles between supports. (H-14-110574, Sh. 9)

Summary of Loads on Angles from the Load Combinations

MLC_1

L2x2_1 Length2

8

Dpiping_1 5ft Length

496.6 ft lbf

MLC_2

L2x2_3_dist_D2

L2x2_3_horiz2

Length2

8

L2x2_3_point_L L2x2_3_Dead_pt Length

4336.0 ft lbf

MLC_3

L2x2_4_dist_L2

L2x2_4_horiz2

Length2

8

L2x2_4_point_L L2x2_4_Dead_pt Length

4333.8 ft lbf

The Demand to Capacity Ratio is less than 1.0, therefore the L2x2

members are adequate in flexure.DCRflex_L2x2

max MLC_1 MLC_2 MLC_3

ϕMnL_2

0.22

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8.5.4 Determine Adequacy of HSS 3x3 Members

This section determines the forces on each of the different HSS 3x3 members using the ASCE 7-10 Load Combinations.

HSS 3x3 Edge Roof Member:

Roofedge_1 1.4 Droof_edge_beam 19.9 plf

Roofedge_2_u 1.2 Droof_edge_beam 1.6 Lrroof_edge_beam 0.5 Wroof_edge_beam_uplift 38.9 plf

Roofedge_2_d 1.2 Droof_edge_beam 1.6 Lrroof_edge_beam 0.5 Wroof_edge_beam_downforce 106.1 plf

Roofedge_3_u 1.2 Droof_edge_beam 0.5 Lrroof_edge_beam 1.0 Wroof_edge_beam_uplift 37.2 plf

Roofedge_3_d 1.2 Droof_edge_beam 0.5 Lrroof_edge_beam 1.0 Wroof_edge_beam_downforce 97.3 plf

Roofedge_4 1.2 Droof_edge_beam 0.2 Snowroof_edge_beam 1.0 E_vroof_edge_beam 23.5 plf

Roofedge_4_horizontal 1.0 E_hroof_edge_beam 7.3 plf

Roofedge_5_u 0.9 Droof_edge_beam 1.0 Wroof_edge_beam_uplift 59.6 plf

Roofedge_5_d 0.9 Droof_edge_beam 1.0 Wroof_edge_beam_downforce 74.9 plf

HSS 3x3 Middle Roof Member:

Roofmiddle_1 1.4 Droof_mid_beam 27.6 plf

Roofmiddle_2_u 1.2 Droof_mid_beam 1.6 Lrroof_mid_beam 0.5 Wroof_mid_beam_uplift 93.1 plf

Roofmiddle_2_d 1.2 Droof_mid_beam 1.6 Lrroof_mid_beam 0.5 Wroof_mid_beam_downforce 189.6 plf

Roofmiddle_3_u 1.2 Droof_mid_beam 0.5 Lrroof_mid_beam 1.0 Wroof_mid_beam_uplift 33.2 plf

Roofmiddle_3_d 1.2 Droof_mid_beam 0.5 Lrroof_mid_beam 1.0 Wroof_mid_beam_downforce 159.9 plf

Roofmiddle_4 1.2 Droof_mid_beam 0.2 Snowroof_mid_beam 1.0 E_vroof_mid_beam 35.9 plf

Roofmiddle_4_horizontal 1.0 E_hroof_mid_beam 10.0 plf

Roofmiddle_5_u 0.9 Droof_mid_beam 1.0 Wroof_mid_beam_uplift 75.4 plf

Roofmiddle_5_d 0.9 Droof_mid_beam 1.0 Wroof_mid_beam_downforce 117.7 plf

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HSS 3x3 Non Roof Member:

HSS3x3_1 1.4 Wthss_3 12.3 plf

There are no live loads on the HSS 3x3 tubing. The live loads from the piping will act on the angle and cause slight forces on

the HSS, but will be resisted by the welds.

HSS3x3_3_vert 1.2 Wthss_3 10.6 plf

HSS3x3_3_horiz 1.0 Whorizontal_beam_3x3 8.1 plf

HSS3x3_4_vert 1.2 Wthss_3 1.0 E_vhss_3 11.2 plf

HSS3x3_4_horiz 1.0 E_hhss_3 4.5 plf

Determine Adequacy in Flexure

By inspection the HSS members with the largest force on them are the roof members (edge and middle) and will be analyzed

in flexure. They have the largest wind area as well as a roof live load and snow load that can be added to the room members

as well. The wind force from the roof panels gets transferred to the columns for compression. Due to the large wind sail,

only wind forces on the roof members will be considered. As seen from previous sections, the seismic force is significantly

less than the wind force on the roof members.

Length 9ft 7in Length of the support beams. (H-14-110574, Sh. 4)

Mu

Roofmiddle_2_d Length2

82176.8 ft lbf The highest distributed load is applied to the HSS beams in flexure.

DCRMu

ϕMnhss_3

0.25

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Determine Adequacy in Compression

The center columns are the worst case in compression since they have the largest tributary area contributing to the columns.

Only downward forces will be considered for compression. The maximum vertical force will be used to determine the

bounding load combination.

Figure 4: Free Body Diagram of the Roof

Tributary Length 9.6 ft

Y1 2Roofedge_2_u Tributary Roofmiddle_2_u Tributary 1637.4 lbf

Y2 2Roofedge_2_d Tributary Roofmiddle_2_d Tributary 3851.3 lbf



The maximum load combination is Y2.

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d

b

V3, M3

V3, M3

V2, M2 V2, M2

P, T

R1 R2 Y2=

Sum Moments about R1

R2_c

Roofedge_2_d Tributary 84.5in Roofmiddle_2_d Tributary 36.8in Roofedge_2_d Tributary 7.5in

66in2199.8 lbf

R1_c Y2 R2_c 1651.5 lbf

DCRcolumns

max R1_c R2_c

ϕPnhss_3

0.06

Consider uplift for tension.

Y5 2 Roofedge_3_u Tributary Roofmiddle_3_u Tributary 1031.1 lbf

Y6 2 Roofedge_5_u Tributary Roofmiddle_5_u Tributary 1864.4 lbf

R2_t

Roofedge_5_u Tributary 84.5in Roofmiddle_5_u Tributary 36.8in Roofedge_5_u Tributary 7.5in

66in1069.0 lbf

R1_t Y6 R2_t 795.4 lbf

By inspection the columns are adequate for tension. Base plate & anchors are checked in later sections.

8.6 Check Steel Connections and Details

8.6.1 Welds Between Base Plates and HSS Columns

This section checks the governing connection between 3x3x1/4" HSS and the 1/2" thick base plates using reaction forces

from Section 8.5.4.

Weld Geometry:

b 3 in Weld width.

d 3 in Weld length.

wact3

16in Weld size.

FEXX 70 ksi Ultimate stress of the weld metal.

Factored connection forces and moments:

V2

Wcolumn hn

2pw_piping 3ft 9ft

Roofmiddle_2_d

2sin 13deg( ) 7.25ft

Roofedge_2_d sin 13deg( ) 7.25ft

1244.3 lbf P max R1_t R2_t R1_c R2_c 2199.8 lbf

T 0 ft lbf V3 0 lbf

M2 0 ft lbf M3 0ft lbf

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Weld Properties Per Blodgett 1991, Table 5, Page 7.4-7.

C2b

21.5 in Distance from the neutral axis to the outer fiber along the 2-2 axis.

C3d


Aw 2 b d( ) 12.0 in Linear area of the weld.

Linear shear area of the weld along the 2-2 axis. (AISC 14th Ed.,

Sect. G5)Aw2 2 b 6.0 in


Sect. G5)Aw3 2 d 6.0 in

Sw2 b d1

3d

212.0 in

2Linear section modulus about the 2-2 axis.

Sw3 b d1

3b

212.0 in


Jw1

6b d( )

336.0 in

3Linear polar moment of inertia.

AlinP

Aw

M2

Sw2

M3

Sw3

2V2

Aw2

T C3

Jw

2V3

Aw3

T C2

Jw

2

276.8lbf

inLinear weld stress.

Ru

Alin

0.707wact

2.1 ksi Actual stress in the weld.

ϕ 0.75 LRFD reduction factor for welds. (AISC 14th Ed,. Table J2.5)

Rn 0.6 FEXXRn 42.0 ksi Design strength of the weld. (AISC 14th Ed,. Table J2.5)

DCRweld_1

Ru

ϕ Rn

0.07 DCR < 1.0, OK. The weld is adequate.

8.6.2 Welds Between HSS Columns and Horizontal Members

This section checks the governing connection between 3x3x1/4" HSS columns and the 3x3x1/4" HSS beams using the

member forces from Section 8.5.4. This is located at the roof and is the center middle beam connected to the edge beams,

see H-14-110574, Sh. 10, Detail A. Note that flare bevel groove welds are accounted in the weld size. Applied moment

formula is from AISC 14th Ed., Table 3-23, Case 16.

d

b

V3, M3

V3, M3

V2, M2 V2, M2

P, T

Weld Geometry:

b 3 in Weld width.

d 3 in Weld length.

Weld size. This accounts for

bevel welding. wact min 2

1

4in

5

160.707

3

16in 0.13 in


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P 0 lbf V2 0 lbf V3

Roofmiddle_2_d

2

19ft 3in( )

2912.5 lbf

T 0 ft lbf M3 0 ft lbf

M2

Roofmiddle_2_d19ft 3in( )

26ft 7in( )

81501.9 ft lbf


C2b


C3d






Sect. G5)Aw3 2 d 6.0 in

Sw2 b d1

3d

212.0 in


Sw3 b d1

3b

212.0 in


Jw1

6b d( )

336.0 in


AlinP

Aw

M2

Sw2

M3

Sw3

2V2

Aw2

T C3

Jw

2V3

Aw3

T C2

Jw

2

1509.6lbf


Ru

Alin

wact



Rn 0.6 FEXXRn 42.0 ksi Design strength of the weld. (AISC 14th Ed,. Table J2.5)

DCRweld_2

Ru

ϕ Rn

0.36 DCR < 1.0, OK. The weld is adequate.

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8.6.3 Welds Between HSS Columns and HSS Roof Frame Members

DCR < 1.0, OK. The weld is adequate.

Weld Geometry:

b 3 in Weld width.

d 3 in Weld length.

wact 0.13 in Weld size. This accounts for bevel welding.


Length 9.6 ft Maximum tributary area of roof. See Section 8.5.4.


P max R1_c R2_c 2199.8 lbf V2 0 lbfM2

Roofmiddle_2_d Length2

82176.8 ft lbf

T 0 ft lbf V3

Roofmiddle_2_d Length

2908.6 lbf M3 0 ft lbf


C2b


C3d





Aw3 2 d 6.0 in Linear shear area of the weld along the 3-3 axis. (AISC 14th Ed.,

Sect. G5)

Sw2 b d1

3d

212.0 in


Sw3 b d1

3b

212.0 in


Jw1

6b d( )

336.0 in


AlinP

Aw

M2

Sw2

M3

Sw3

2V2

Aw2

T C3

Jw

2V3

Aw3

T C2

Jw

2

2365.0lbf


Ru

Alin

wact



Rn 0.6 FEXX 42.0 ksi Design strength of the weld. (AISC 14th Ed,. Table J2.5)

DCRweld_2

Ru

ϕ Rn

0.57

This section checks the governing connection between 3x3x1/4" HSS columns and the 3x3x1/4" HSS roofing beams using

the member forces from Section 8.5.4 (Figure 4). Note that flare bevel groove welds are accounted for in the size of the

weld.

d

b

V3, M3

V3, M3

V2, M2 V2, M2

P, T

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8.6.4 Welds Connecting Diagonal HSS Bracing to the Support Structure Frame

This section checks the governing connection between 3x3x1/4" HSS horizontal beams and the 2x2x1/4" HSS diagonal

bracing. From Section 8.5, the forces on the HSS 2x2x1/4" member are minimal, therefore the weld is adequate. A 3/16"

fillet weld has an allowable shear capacity of 4.176 kip/in (AISC 14th Ed., Eq. 8-2a). This value is only a shear capacity, it

doesn't account for moments, acting on the weld, but there are no applied moments to the HSS 2x2 and the length of the

HSS is approximately 70" long. By comparison to the welds from previous sections, the weld is adequate.

8.6.5 Welds Connecting L2x2x1/4" Members to HSS 3x3x1/4" Members

This section checks the governing connection between L2x2x1/4" pipe supporting members and 3x3x1/4" HSS members.

As shown in Section 8.5.3, the forces and moments on the angle connections are minimal.

8.6.6 Check Pipe Clamps

B-Line Series B3188C pipe clamps are used. The piping capacities for transversal moment forces are 145 lbs for 1" pipe

clamps, 365 lbs for 1.5" and 2" pipe clamps and 675 lbs for 3" pipe clamps per PH-13, pg. 232.

DCRclamps maxPipeLive_3in

675lbf

PipeLive_1.5in

365lbf0.41 Demand to capacity ratio for pipe clamps. This is less than

1.0, therefore the pipe clamps are adequate.

8.6.7 Check PBR Paneling

Check adequacy of PBR Paneling

The PBR Panels have 3 foot panel widths. The distance between the HSS beams is between 3.5-4 feet. The Metal Screws

PBR roof panel has an allowable uniform load of 76 psf for inward load and 62 psf for outward load, (See Attachment 1).

The maximum wind pressure on the panels is about 40 psf. Therefore the PBR Panels are adequate.

Check adequacy of screws attaching PBR Paneling to HSS members

This section will determine the capacity of the TEK screws. Once again the wind force on the middle beam is governing.

Tributary area on the roof panels from the top of View A (front of

roof). (H-14-110574, Sh. 10)Trib1

39.5in 1.5in

220.5 in

Tributary area on the roof panels from the bottom of View A (back

of roof). This accounts for the 2" PBR panel overhang and 4.5" of

HSS. (H-14-110574, Sh. 10)Trib2

7ft 5in( ) 3ft 3.5in( ) 4.5in

222.5 in

Screw 10in Maximum distance between TEK screws. (H-14-110574, Sh. 1)

Wind max Wroof_21

Wroof_31

Wroof_22

Wroof_32

39.9 psf Max wind pressure due to uplift.

Pullout Wind Trib1 Trib2 Screw 119.3 lbf Pullout force on the TEK screws.

Since the tributary areas are similar for both sides and the wind pressure is different on both sides of the middle beam, they

are used interchangeably. Based on the pullout force on the TEK screws, the screws are adequate by inspection. A similar

ITW Buildex screw has an allowable pullout force of 156 lbs when connected to a 26 gauge metal panel (See Attachment 1).

The TEK screws are also connected to the HSS member which has a thickness of 1/4".

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8.6.8 Check Base Plate

The base plate will be evaluated in the following sections for prying per AISC 14th Ed., pg 9-10, compression per AISC 14th

Ed., pg. 14-5 and flexure per AISC 14th Ed., Chapter F11.

Determine Adequacy for Pryout

Fy FyA36 36000.0 psi Yield strength for the base plate.

Fu FuA36 58000.0 psi Ultimate strength for the base plate.

Ta max R1_t R2_t 1069 lbf The column tension per base plate. (Defined in Section 8.5.4)

s 10in Bolt spacing.

The clear distance between the edge of the bolt hole and the

nearest edge of the post. Scaled from H-14-110574, sh 4.b' 4.78in

Distance from the edge of the post to the center of the bolt hole.

Scaled from H-14-110574, sh 4.b 5.15in

Approximated width of the plate to resist pryout (engineering

judgement) considering the maximum and minimum values from

AISC 14th Ed., 9-11. p min 2 b s( ) 10.0 in

ϕ 0.90 LRFD reduction factor for Pryout. (AISC 14th Ed., pg. 9-10)

The required thickness of the plate for pryout. (AISC 14th Ed.,

Equation 9-20a)treq_1

4 Ta b'

ϕ p Fu

0.198 in

Determine Adequacy of the Plate for Compression

DCRcolumns 0.06 Demand to capacity ratio of the columns. See Section 8.5.4.

Pu max R1_c R2_c 2200 lbf Maximum column compression. (Previously defined)

B 12in N 12in Width and length of the base plate. (H-14-110574, sh. 4)

bf 3in Width of the column connected to the base plate.

d 3in Depth of the column connected to the base plate.

mN 0.95 d

24.58 in Dimension, see AISC 14th Ed., Figure 14-3 and Equation 14-2.

nB 0.95 bf

24.58 in Dimension, see AISC 14th Ed., Figure 14-3 and Equation 14-3.

n'd bf

40.75 in AISC 14th Ed., Equation 14-4

X4 d bf

d bf2

DCRcolumns 0.06 AISC 14th Ed., Equation 14-6a

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λ min2 X

1 1 X1.0 0.25 AISC 14th Ed., Equation 14-5

l max m n λ n'( ) 4.6 in Worst case cantilevered length.

treq_2 l2 Pu

0.9 Fy B N0.140 in The required thickness of the plate for compression due to LRFD

loads. (AISC 14th Ed., Equation 14-7a)

Determine Adequacy of the Plate for Flexure

Fy 36000.0 psi Yield stress.

B 12.0 in Width of the base plate.

Sb s 10.0 in Bolt spacing.

Ta 1069.0 lbf Column uplift.

Mb

Ta

2Sb bf 311.8 ft lbf Moment affecting the plate due to tension force per bolt.

ϕ 0.90 LRFD Reduction factor for flexure. (AISC 14th Ed., Section F1)

Required thickness of the plate. Combination of AISC 14th Ed.,

Table 17-27 (determine plastic section modulus) and Equation

F11-1.treq_3

4 Mb

ϕ Fy B0.20 in

tp 0.5in Actual thickness of the plate.

Demand to capacity ratio of the plate. This is less than 1.0,

therefore the plate thickness is adequate.DCR

max treq_1 treq_2 treq_3

tp

0.40

8.7 Determine Adequacy of Anchorage to Concrete Foundation

Size Anchor Bolts

Use (4) 5/8" diameter Stainless Steel Hilti KB-TZ with 4" minimum embedment depth

Ta 1069.0 lbf Maximum tension on the column.

Va max HSS3x3_3_horiz HSS3x3_4_horiz 9ft

Roofedge_2_d sin 13deg( ) 7.25ft

Roofmiddle_2_d

2sin 13deg( ) 7.25ft

Wpiping 30ft

685.5 lbf Shear on the column.

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Determine if Anchors Should be Treated Individually or as a Group.

na 4 The number of anchors base plate. (H-14-110574, Sh. 4)

sa Sb 10.0 in The spacing of the anchors. (H-14-110574, Sh. 4)

hef 4in The effective minimum embedment. (ESR-1917, Table 4)

Individual_Group "Analyze anchors individually according to ACI 318, Appendix D." 3 hef saif

"Analyze anchors as a group according to ACI 318, Appendix D." otherwise

Individual_Group "Analyze anchors as a group according to ACI 318, Appendix D."

Define Constants

na_t na Number of anchors resisting tension.

na_v na 4.0 Number of anchors resisting shear.

f'c 4500.0 psi Compressive strength of concrete. (See Section 8.1)

kc 17 Effectiveness factor for cracked concrete. (ESR-1917, Table 4)

ψc_N 1.0 Cracked concrete factor for post-installed anchor in cracked

concrete. (ACI 318-11, Section D.5.2.6)

Strength reduction factor for steel failure in tension. (ESR-1917,

Table 4)ϕt_s 0.75

Strength reduction factor for concrete failure in tension.

(ESR-1917, Table 4)ϕt_c 0.65

Strength reduction factor for steel failure in shear. (ESR-1917,

Table 4)ϕv_s 0.65

ϕv_c 0.70 Strength reduction factor for concrete failure in shear. (ESR-1917,

Table 4)

ϕe 0.75 Strength reduction factor for anchors in moderate or high seismic

risk zones. (IBC 2012 1905.1.9, ACI 318-11 Section D.3.3.4)

cac 8.875in Critical edge distance factor. (ESR-1917, Table 4)

The distance from the center of an anchor shaft to the edge of

concrete in the direction of the applied shear. (See ACI 318-11,

Section D.6.2.1 for illustration and H-14-110033, Sh. 2 using

conservative value)

ca1 12in

The distance from the center of an anchor shaft to the edge of

concrete in the direction perpendicular to the applied shear (and

ca1). (See ACI 318-11, Section D.6.2.1 for illustration and

H-14-110033, Sh. 2 using conservative value)

ca2 12in

ca_min min ca1 ca2 12.0 in The minimum allowable edge distance between the edge of the

concrete and the nearest anchor.

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hmin 6in The minimum member thickness. (ESR-1917, Table 4)

ha 8in Actual concrete thickness. (H-14-110024, Sh. 1)

d 0.625in The anchor diameter. (ESR-1917, Table 4)

Determine Steel Strength of Anchor Group in Tension.

Nsa 17880lbf The tensile capacity of the anchor. (ESR-1917, Table 4)

ϕNsa na_t ϕt_s Nsa 53640.0 lbf Tensile steel strength of anchor group incorporating strength

reduction factors.

Determine Concrete Breakout Strength of Anchorage in Tension

eN 0in No Eccentric loading. (ACI 318-11, Section D.5.2.4)

ψec_N1

1 2eN

3 hef

1

1 2eN

3 hef

1.0if

1.0 otherwise

1.0 The modification factor for eccentricity. (ACI

318-11, Section D.5.2.4)

ψed_N 1 ca_min 1.5 hefif

0.7 0.3ca_min

1.5 hef

otherwise

1.0 The modification factor for edge effects. (ACI 318-11, Section

D.5.2.5)

ψcp_N 1 ca_min cacif

max ca_min 1.5 hef

cac

otherwise

1.0 Uncracked concrete pullout factor for post-installed anchors. (ACI

318-11, Section D.5.2.7)

λ 1.0 Modification factor for lightweight concrete. (ACI 318-11, Section

8.6.1)

Basic concrete breakout strength of a single anchor in tension in

cracked concrete. (ACI 318-11, Section D.5.2.2)Nb kc λ

f'c

psi

hef

in

1.5

lbf 9123.2 lbf

Projected concrete failure area of a single anchor with an edge

distance equal to or greater than 1.5 x hef. (ACI 318-11, Section

D.5.2.1)

ANco 9 hef2

144.0 in2

Projected concrete failure area of

the anchorage. (ACI 318-11,

Section D.5.2.1 and Figure

RD5.2.1(b))

ANcg min 1.5hef ca1 sa 1.5 hef min 1.5hef ca2 sa 1.5 hef 484.0 in2

Ncbg

ANcg

ANco

ψec_N ψed_N ψc_N ψcp_N Nb 30663.9 lbf Concrete breakout strength of the anchorage in tension.

(ACI 318-11, Section D.5.2.1)

ϕNcbg ϕe ϕt_c Ncbg 14948.7 lbf Tensile breakout strength of anchorage group incorporating

strength reduction factors.

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Determine Pullout Strength of Anchor Group in Tension

ψc 1.0 Cracked concrete pullout factor. (ACI 318-11, Section D.5.3.6)

Np.cr 5840lbf Pullout strength cracked concrete. (ESR-1917, Table 4)

Npn.cr Np.cr

f'c

psi 25007835.2 lbf Nominal pullout adjustment. (ESR-1917, Section, 4.1.4)

Npn ψc Npn.cr 7835.2 lbf Pullout strength of anchor in tension. (ACI 318-11, Section

D.5.3.1)

ϕNpn na_t ϕe ϕt_c Npn 15278.6 lbf Anchor group concrete pullout strength incorporating strength

reduction factors.

Determine Steel Strength of the Anchor Group in Shear

Vsa 9350 lbf The steel strength in shear. (ESR-1917, Table 4)

ϕVsa na_v ϕv_s Vsa 24310.0 lbf Steel anchor group shear strength incorporating strength reduction

factors.

Determine Concrete Breakout Strength of the Anchor Group in Shear

ψed_V 1.0 ca2 1.5 ca1if

0.7 0.3ca2

1.5 ca1

otherwise

0.9 Edge distance factor (Anchors not on a corner). (ACI 318-11,

Section D.6.2.6)

ψc_V 1.0 Cracked concrete factor. (ACI 318-11, Section D.6.2.7)

ψh_V

1.5 ca1

ha

ha 1.5 ca1if

1 otherwise

1.50 Modification factor. (ACI 318-11, Section D.6.2.8)

ψec_v 1.0 Eccentricity factor. (ACI 318-11, Section D.6.2.5)

da d 0.6 in The outside diameter of the anchor.

le min 8 da hef 4.0 in The load bearing length of anchor for shear. (ACI 318-11, Section

D.6.2.2)

Vb 7le

da

0.2da

inλ

f'c

psi

ca1

in

1.5

lbf 22369.3 lbf Basic concrete breakout strength of a single anchor in

shear in cracked concrete. (ACI 318-11, Section D.6.2.2)

The projected area for a single anchor in a deep member with a

distance from edges equal or greater than 1.5 x ca1.AVco 4.5 ca1

2648.0 in

2

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Projected concrete failure area of the anchorage.

(ACI 318-11, Section D.6.2.2 and Figure

RD6.2.1(b))AVc min ca2 1.5 ca1 sa 1.5ca1 min 1.5 ca1 ha 320.0 in

2

Vcbg

AVc

AVco

ψec_v ψed_V ψc_V ψh_V Vb 14912.9 lbf Nominal concrete breakout strength of anchorage in shear.

(ACI 318-11, Section D.6.2.1)

ϕVcbg ϕe ϕv_c Vcbg 7829.3 lbf Shear breakout strength of group incorporating strength reduction

factors.

Determine Pryout Strength of the Anchor Group in Shear

kcp 1 hef 2.5inif

2 otherwise

2.0 Coefficient for pryout strength. (ESR-1917 Table 4 & ACI 318-11,

Section D.6.3.1)

Vcpg kcp Ncbg 61327.9 lbf The nominal pryout strength of the anchorage in shear.

ϕVcpg ϕe ϕv_c Vcpg 32197.1 lbf Shear pryout strength incorporating strength reduction factors.

Determine Governing Failure Strength

Governv "Steel failure governs (Ductile Failure)." ϕVsa min ϕVcbg ϕVcpgif

"Concrete breakout governs (Brittle Failure)." ϕVcbg min ϕVsa ϕVcpgif

"Concrete pryout governs (Brittle Failure)." otherwise

Governv "Concrete breakout governs (Brittle Failure)."

Sheargovern ϕVsa ϕVsa min ϕVcbg ϕVcpgif

0.4 ϕVcbg ϕVcbg min ϕVsa ϕVcpgif

0.4ϕVcpg otherwise

The governing allowable shear capacity of the anchorage,

which includes a brittle failure reduction factor of 0.4 per

IBC 2012, Section 1905.1.9 ACI 318, Section D.3.3.7

Sheargovern 3132 lbf

Shear_Check "Anchor capacity in shear is OK." Sheargovern Vaif

"Anchor capacity in shear is NOT OK" otherwise

Va 685.5 lbf

Shear_Check "Anchor capacity in shear is OK." Check to determine the adequacy of the anchors in shear.

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Governt "Steel failure governs (Ductile Failure)." ϕNsa min ϕNcbg ϕNpnif

"Concrete breakout governs (Brittle Failure)." ϕNcbg min ϕNsa ϕNpnif

"Concrete pullout governs (Brittle Failure)." otherwise

Governt "Concrete breakout governs (Brittle Failure)."

Tensilegovern ϕNsa ϕNsa min ϕNcbg ϕNpnif

0.4 ϕNcbg ϕNcbg min ϕNsa ϕNpnif

0.4ϕNpn otherwise

The governing allowable tensile capacity of the anchorage,

which includes a brittle failure reduction factor of 0.4 per

IBC 2012, Section 1905.1.9 ACI 318, Section D.3.3.7

Tensilegovern 5979 lbf

Tension_Check "Anchor capacity in tension is OK." Tensilegovern Taif

"Anchor capacity in tension is NOT OK" otherwise

Ta 1069 lbf

Tension_Check "Anchor capacity in tension is OK." Check to determine the adequacy of the anchors in tension.

Ta

Tensilegovern

0.18

The DCR ratio is less than 1.0; therefore, OK. ESR-1917, Section

4.2.2.Va

Sheargovern

0.22

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ATTACHMENT 1

REFERENCE CUT SHEETS

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Download - Release Stamp DOCUMENT RELEASE AND CHANGE FORM · A-6002-767 (REV 3) RPP-CALC-60686, Rev. 0 Structural Evaluation of the A/AX Chemical Add System Support Structure Author Name: RB

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