document release and change form doc no: rpp … · 3 spf-001 (rev.0) document release and change...

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

1a. Doc No: RPP-CALC-60507 Rev. 00

1b. Project Number: T2R02 N/A

1 SPF-001 (Rev.0)

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

2. Document Title Structural Evaluation of the West Area Trailer Complex Electrical Racks 3. Design Verification Required Yes No 4. USQ Number N/A 5. PrHA Number N/A N/A-8 PRHA-02040 Rev. 00

6. USQ Screening:

a. Does the change introduce any new failure modes to the equipment? Yes No Basis is required for Yes:

b. Does the change increase the probability of existing failure modes? Yes No Basis is required for Yes:

c. For Safety Significant equipment, does the change require a modification to Chapter 4 of the DSA and/or FRED? Yes No N/A Basis is required for Yes:

7. Description of Change and Justification (Use Continuation pages as needed) The purpose of this calculation is to analyze the electrical rack assemblies and transformers found in the H-14-110506 drawing set. The objective is to verify adequacy of the electrical racks for natural phenomena hazards. Because of the routine nature and 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.

8. Approvals Title Name Signature Date Clearance Review BRATTON, GAYLA E BRATTON, GAYLA E 12/10/2015

Design Authority BELLOMY, JIM BELLOMY, JIM 12/08/2015

Checker SIELER, NATHAN W SIELER, NATHAN W 11/09/2015

Document Control Approval HONEYCUTT, COLLEEN HONEYCUTT, COLLEEN 12/10/2015

Originator CAMPBELL, RICHARD B CAMPBELL, RICHARD B 11/09/2015

Other Approver DEBUIGNE, PAUL B DEBUIGNE, PAUL B 12/07/2015

Other Approver MENDOZA, DANIEL MENDOZA, DANIEL 11/11/2015

PrHA Lead SMITH, RYAN D SMITH, RYAN D 12/08/2015

Responsible Engineering Manager BAUER, ROGER E BAUER, ROGER E 12/10/2015

USQ Evaluator SMITH, RYAN D SMITH, RYAN D 12/08/2015

9. Clearance Review: Restriction Type:

Public Undefined

Unclassified Controlled Nuclear Information (UCNI) Export Control Information (ECI) Official Use Only Exemption 2-Circumvention of Statute (OUO-2)

Official Use Only Exemption 3-Statutory Exemption (OUO-3) Official Use Only Exemption 4-Commercial/Proprietary (OUO-4)

Official Use Only Exemption 5-Privileged Information (OUO-5) Official Use Only Exemption 6-Personal Privacy (OUO-6) Official Use Only Exemption 7-Law Enforcement (OUO-7)

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 1 of 46

Dec 10, 2015DATE:

DOCUMENT RELEASE AND CHANGE FORM Doc No: RPP-CALC-60507 Rev. 00

2 SPF-001 (Rev.0)

10. Distribution: Name Organization BAUER, ROGER E A/AX RETRIEVAL ENGRNG BELLOMY, JIM A/AX RETRIEVAL ENGRNG BRYDEN, MICHAEL J SLUICE-BASED RETRIEVAL ENGRNG DEBUIGNE, PAUL B A/AX RETRIEVAL ENGRNG HULL, KEVIN J ELECTRICAL ENGINEERING PARKMAN, DAVID B MARS-BASED RETRIEVAL ENGRNG WITHERSPOON, JP P A/AX RETRIEVAL ENGRNG

11. TBDs or Holds N/A

12. Impacted Documents – Engineering N/A Document Number Rev. Title

13. Other Related Documents N/A Document Number Rev. Title H-14-110506 SH 001 00 WEST AREA MOBILE TRAILER COMPLEX INSTALL RACK ASSEMBLY H-14-110506 SH 002 00 WEST AREA MOBILE TRAILER COMPLEX INSTALL RACK ASSEMBLY H-14-110506 SH 005 00 WEST AREA MOBILE TRAILER COMPLEX INSTALL RACK ASSEMBLY

14. Related Systems, Structures, and Components:

14a. Related Building/Facilities N/A MO-098 MO-164 MO-173 MO-174

14b. Related Systems N/A 241-EDS

14c. Related Equipment ID Nos. (EIN) N/A

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 2 of 46

3 SPF-001 (Rev.0)

DOCUMENT RELEASE AND CHANGE FORM CONTINUATION SHEET

Document No: RPP-CALC-60507 Rev. 00

[THIS PAGE HAS BEEN INTENTIONALLY LEFT BLANK]

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 3 of 46

A-6002-767 (REV 3)

RPP-CALC-60507, Rev. 0

Structural Evaluation of the West Area Trailer Complex Electrical Racks

Author Name:

NW Sieler ARES Corporation for Washington River Protection Solutions, LLC Richland, WA 99352 U.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: 46

Key Words: Construction trailer. Electrical Rack Analysis.

Abstract: The purpose of this calculation is to analyze the electrical rack assemblies and transformers found in the H-14-110506 drawing set.

The objective is to verify adequacy of the electrical racks for natural phenomena hazards.

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-60507 Rev.00 12/10/2015 - 10:48 AM 4 of 46

By GE Bratton at 11:19 am, Dec 10, 2015

Dec 10, 2015DATE:

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 5 of 46

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 6 of 46


CALCULATION SHEET

Project No. 054409.15.009 Calculation No. 054409.15.009-S-001 Rev. 0 Page No. 3 of 42 Title: Structural Evaluation of the West Area Trailer Complex Electrical Racks Prepared By: NW Sieler Date: 11/04/2015 Checked By: RB Campbell Date: 11/04/2015

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 ....................................................................................................................................................5

7.0 REFERENCES ............................................................................................................................................6

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

AppendicesAppendix A

Electrical Component Cut Sheets

AcronymsAISC

ASCE

DCR

IBC

PC

PN

American Institute of Steel Construction

American Society of Civil Engineers

Demand to Capacity Ratio

International Building Code

Performance Category

Part Number

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 7 of 46


CALCULATION SHEET



1.0 PURPOSE

The purpose of this calculation is to analyze the electrical rack assemblies and transformers found in the H-14-110506 drawing set.

The objective is to verify adequacy of the electrical racks for natural phenomena hazards.

2.0 METHODOLOGY

The weight and center of gravity of the Assembly 1 Electrical Rack are determined using dimensions from H-14-110506 and component cut sheets in Appendix A. Wind and seismic forces on the assembly are calculated using ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, and TFC-ENG-STD-06, DesignLoads for Tank Farm Facilities. The B-Line struts and connections are verified to be adequate using Catalog SS-13, Strut Systems, and AISC, Steel Construction Manual. The gusset plate moment connections, resisting in-plane forces, are also analyzed using Kleinlogal, Rigid Frame Formulas. Soil bearing, overturning and sliding are checked using IBC, International Building Code, and Das, Principles of Foundation Engineering.

H-14-110506, Assemblies 2 & 3 are identical for the purpose of this analysis. They are bounded by comparison to the electrical rack found in H-14-110044 and analyzed by RPP-CALC-60130.

The B-Line components of H-14-110506, Assemblies 4 & 5 are bounded by H-14-110506, Assembly 1. Due to the smaller footing size on this rack, it is also analyzed for sliding and overturning using IBC.

3.0 DESIGN INPUTS

1. Electrical rack layouts and dimensions are per H-14-110506. 2. Dimensions and weights of electrical components are per cut sheets in Appendix A. 3. All other Design Inputs can be found in the Section 8, CALCULATIONS.

4.0 ASSUMPTIONS

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

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 8 of 46


CALCULATION SHEET



5.0 COMPUTER SOFTWARE

No unverified computer software was used in this analysis. Mathcad®1 release 15 was used for the hand calculations. Calculations are checked using a handheld calculator.

6.0 RESULTS

All racks from the H-14-110506 drawing set are adequate as designed. Note that this calculation may be used to bound similar future electrical racks by good engineering judgement.

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

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 9 of 46


CALCULATION SHEET



7.0 REFERENCES

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

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

Das, Braja M., Principles of Foundation Engineering, Seventh Ed., 2011, Cengage Learning, Stamford, CT.

H-14-110044, Sh. 1&2, Rev. 00, A/AX Retrieval A-104/105 Elec Distr Skid Assembly, 2015, U.S. Department of Energy, Richland, WA.

H-14-110506, All Sheets, Rev. 00, West Area Mobile Trailer Complex Install Rack Assembly, 2015, U.S. Department of Energy, Richland, WA.

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

Kleinlogel, A., Rigid Frame Formulas, Frederick Ungar Publishing Co., New York, NY.

Milbank – Energy at Work, Product Catalog, www.milbankworks.com. (See Appendix A)

Pentair - Hoffman, Online Product Catalog, www.hoffmanonline.com/search/productSearch.aspx (See Appendix A).

RPP-CALC-60130, Rev. 0, 241-AX to AZ-102 Power Distribution Skid Analysis, 2015, ARES Corporation for WRPS, Richland, WA.

Schneider Electric - Square-D, Online Product Catalog, www.schneider-electric.com/products/us/en/ (See Appendix A).

SS-13, Strut Systems, B-Line by Eaton Catalog, 2013, Highland, IL.

TFC-ENG-STD-06, Rev C-8, Design Loads for Tank Farm Facilities, July 2013, Washington River Protection Solutions, LLC., Richland, WA.

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 10 of 46

Project No.: 054409.15.009

RPP-CALC-60507, Rev. 0CALCULATION SHEET

Calculation Title:Structural Evaluation of the West Area Trailer Complex Electrical Racks

Calc. No. 054409.15.009-S-001Rev. 0 Page 7 of 42

Prepared By: NW Sieler Date: 11/04/2015

Checked By: RB Campbell Date: 11/04/2015

8.0 Calculations

8.1 Structural Evaluation of H-14-110506, Assembly 1 Electrical Rack

Figure: Sketch showing electrical rack analyzed in this section.

8.1.1 Determine Weight and Center of Gravity

Panelboard and Enclosure (PN32)

wtpnb 250lbf 54lbf 304 lbf Weight of panelboard and enclosure. (Appendix A)

hpnb 49.2in Height of panelboard enclosure. (Scaled from H-14-110506, Sh. 1)

wpnb 32.9in Width of panelboard enclosure. (Scaled from H-14-110506, Sh. 1)

dpnb 9.8in Depth of panelboard enclosure. (Scaled from H-14-110506, Sh. 1)

Disconnect (PN34)

wtdsc 180lbf Weight of disconnect. (Appendix A)

hdsc 46.3in Height of disconnect. (Scaled from H-14-110506, Sh. 1)

wdsc 26.3in Width of disconnect. (Scaled from H-14-110506, Sh. 1)

ddsc 9.5in Depth of disconnect. (Scaled from H-14-110506, Sh. 1)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 11 of 46

Project No.: 054409.15.009






Current Transformer Enclosure (PN 43)

ρal 171pcf Density of aluminum. (AISC 14th Ed., Table 17-12)

wtal_pl ρal 47in 40in 0.25in 46.51 lbf Weight of aluminum mounting plate. (H-14-110506, Sh. 1 & 2)

wtcte 169lbf Weight of current transformer enclosure. (Appendix A)

hcte 48in Height of current transformer enclosure. (Appendix A)

wcte 36in Width of current transformer enclosure. (Appendix A)

dcte 11in Depth of current transformer enclosure. (Appendix A)

Meter Socket and Enclosure (PN 42, 37, and 31)

Wtmtr 50lbf Estimated weight of meter socket and enclosure.

hmtr 20in Height of Meter Enclosure. (Scaled from H-14-110506, Sh. 2)

wmtr 12in Width of Meter Enclosure. (Scaled from H-14-110506, Sh. 2)

dmtr 5.2in Depth of Meter Enclosure. (Scaled from H-14-110506, Sh. 1)

B-Line Components

WtB22A 3.82lbfft

Weight per foot of B22A channel. (B-Line, SS-13, pg 20)

WtB133 0.75lbf Weight per B133 tee. (B-Line, SS-13, pg 74)

WtB137 2.73lbf Weight per B137 corner gusset. (B-Line, SS-13, pg 75)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 12 of 46

Project No.: 054409.15.009






Item's Center ofGravity


x (in) y (in)Disconnect 1 180 180 6.4 1152 61.0 10980Panelboard & Enclosure 1 304 304 6.5 1976 59.0 17936Current Transformer 1 169 169 7.4 1251 56.5 9549Aluminum Plate 1 47 46.5 1.8 83.7 56.5 2627Meter Socket & Enclosure 1 50 50.0 4.2 210 70.0 3500B137 Brackets 4 2.73 10.9 0.0 0.0 78.0 852B133 Tee 12 0.75 9.00 0.0 0.0 48.5 437B22A Columns 2 6.66 3.82 51 0.0 0.0 40.0 2035B22A Top Beam 1 7.00 3.82 27 0.0 0.0 80.0 2139B22A Second Beam 1 7.00 3.82 27 0.0 0.0 61.0 1631B22A Third Beam 1 7.00 3.82 27 0.0 0.0 35.0 936B22A Bottom Beam 1 7.00 3.82 27 0.0 0.0 31.0 829

Sum (Wt) = 927.26X Axis C.G. 1.71 in Sum (Wt)(x) = 1583.7 Sum (Wt)(y) = 53450.5Y Axis C.G. 57.64 in

Assembly 1 Electrical Rack (approximate) Center of Gravity with respect to bottom left corner of the B Line frame

(Wt)(x) (Wt)(y)Weight(lbf)

ItemNumberof Units

Unit Length(ft)

Unit Weight(lbf)

Unit Weight(lbf/ft)

Wtrack 927.26lbf 1.15 1066.35 lbf Weight of the electrical rack including a 15% contingencyfactor for components not included in CG calculation suchas bolts and conduit.

CGx 1.71in Center of Gravity of electrical rack with respect tothe x (front-to-back) axis.

CGy 57.64in Center of Gravity of electrical rack with respect to they (up-and-down) axis.

Outside Dimensions of Rack:

hrack 6ft 7.75in Height of electrical rack. (H-14-110506, Sh. 1)

wrack 7ft Width of electrical rack. (H-14-110506, Sh. 1)

Find Center of Wind Pressure:

Awind wrack 48in 28 ft2 Total wind area, taking the top section of the electricalrack to be a solid sail. (H-14-110506, Sh. 1)

CPy hrack48in

24.65 ft Center of wind pressure. (H-14-110506, Sh. 1)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 13 of 46

Project No.: 054409.15.009



Calc. No. 054409.15.009-S-001Rev. 0 Page 10 of 42Prepared By: NW Sieler

Date: 11/04/2015 Checked By: RB Campbell

Date: 11/04/2015

8.1.2 Determine Seismic Forces acting at the Center-of-Gravity of the Electrical Rack

The electrical rack will be analyzed for seismic loads according to ASCE 7-10, Section 13.6

SDS_h 0.588 The design spectral horizontal acceleration parameter at shortperiods. (TFC-ENG-STD-06)

SDS_v 0.346 The design spectral vertical acceleration parameter at shortperiods. (TFC-ENG-STD-06)

ap 1.0 The component amplification factor. (ASCE 7-10, Table 13.6-1,Other Electrical Components)

Rp 1.5 Response modification factor. (ASCE 7-10, Table 13.6-1,Other Electrical Components)

Ip 1.0 Seismic importance factor. (TFC-ENG-STD-06, Section3.5.5.1 for PC-1 components)

ASCE 7-10, Section 13.4: "Nonstructural components and their supports shall be attachedto the structure in accordance with the requirements of this section [...] The componentforces shall be those determined in Section 13.3.1"

z_over_h 0.0 The height of the component attachment point on the supportstructure (z) over the height of the structure (h). z/h need notbe greater than 1.0. (ASCE 7-10, Section 13.3.1.)

Wp Wtrack 1066.35 lbf

Fp 0.3 SDS_h Ip Wp 0.3 SDS_h Ip Wp0.4 ap SDS_h Wp Ip

Rp1 2 z_over_h( )if

min0.4 ap SDS_h Wp Ip

Rp1 2 z_over_h( ) 1.6 SDS_h Ip Wp otherwise

Fp 188.1 lbf The seismic design force centered at the component's centerof gravity and distributed relative to the component's massdistribution. (ASCE 7-10, Section 13.3.1)

ρ 1.0 Redundancy factor. (ASCE 7-10, Section 13.3.1)

Erack_h ρ Fp 188.1 lbf Horizontal seismic load effect on the electrical rack.(ASCE 7-10, Section 12.4.2.1)

Erack_v 0.2 SDS_v Wp 73.79 lbf Vertical seismic load effect on the electrical rack.(ASCE 7-10, Section 12.4.2.2)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 14 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.3 Determine Wind Forces acting on the Electrical Rack

V 110mph Ultimate design 3-second gust wind speed.(TFC-ENG-STD-06, Table 3 for PC-1 loading while usingASCE 7-10)

I 1.0 Wind importance factor for PC-1. (TFC-ENG-STD-06, Table 3)

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

The velocity pressure coefficient using exposure category C.(ASCE 7-10, Table 29.3-1)Kz 0.85

Kzt 1.0 Topographical factor. (ASCE 7-10, Section 26.8.2)

qz 0.00256 Kz Kd KztV

mph

2I psf 22.38 psf Velocity pressure. (ASCE 7-10, Eq. 29.3-1)

Atotal hrack wrack 46.52 ft2 Total gross area of the electrical rack.

εAwindAtotal

0.60 Ratio of solid to total area of the electrical rack.

Cf 1.6 Net force coefficient. (ASCE 7-10, Figure 29.5-2)

G 0.85 Gust effect factor. (ASCE 7-10, Section 26.9.1)

Windrack qz Cf G Awind 852.24 lbf Lateral wind load on the electrical rack.(ASCE 7-10, Eq. 29.5-1)

8.1.4 Determine Load Combinations for Seismic and Wind Forces

Load Combinations per ASCE 7-10 Section 2.4.1.

D + (0.6W or 0.7E) ASCE Load Combination 5

0.6D + 0.6W ASCE Load Combination 7

0.6D + 0.7E ASCE Load Combination 8

Load Combination 5 produces most conservative results when analyzing B-Line channels and fasteners.Load Combinations 7 and 8 produce more conservative results when analyzing overturning and sliding.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 15 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.5 Determine Adequacy of B22A Channels

8.1.5.1 Determine Adequacy of Horizontal B22A Channels

The top B22A channel will be analyzed as supporting half of the total weight from the electrical components.The beam will also be analyzed as resisting half of the total wind load. These loads will be analyzed as actinguniformly across the beam.

B22Avert12

Wtrack 533.17 lbf Vertical load on beam.

B22Ahoriz12

0.6Windrack 255.67 lbf Horizontal load on beam. (ASCE Load Combination 5)

B22A84 1374lbf Load allowed on B22A Beam with 84inch span. (SS-13, pg 22)

DCRhorizB22AvertB22A84

B22AhorizB22A84

0.57 DCR < 1.0, OK. The horizontal channelsare adequate in flexure.

8.1.5.2 Determine Adequacy Vertical B22A Channels in Compression

This section will analyzed the vertical B22A channels for compression under gravity and earthquake loading

Loadcomp Wtrack 0.7( )Erack_v 1118 lbf Compressive load the B22A needs to resist.(ASCE Load Combination 5)

Hunbraced hrack 79.75 in Conservative unbraced height of the B-Line channel.(weak axis bending)

B22Acomp 6998lbf B22A maximum compressive load for 84 inch unbraced heigloaded at the C.G. with K = 1.2. (SS-13, pg 23)

Ncolumn 2 Number of columns supporting the load.

DCRcompLoadcomp

Ncolumn B22Acomp0.08 DCR < 1.0, OK.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 16 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.5.3 Determine Adequacy Vertical B22A Channels in Flexure

Each B22A column will be analyzed as a fixed-free beam. The span of this analyzed beam will be from the topof the rack to the angled support. The moment caused by the eccentric weight is accounted for as anequivalent point load.

Span hrack 1ft 10in( ) 57.75 in Span length for this analyzed beam.

Factorff 0.25 Factor for fixed free uniformly loaded B-Line beam.(SS-13, pg 12)

B22A60 1924lbf Load capacity for B22A Beam with 60 inch span. (SS-13, pg 22)

Windrack 852.24 lbf Wind Load, acting at CPy

Equivalent additional force from moment caused by eccentricloading of the electrical components acting at the end of the span.ecty

CGx WtrackSpan

31.58 lbf

Nbeam 2 Number of beams supporting the load

Flexload 0.6( )Windrack 1.0( )ecty Point Load on the fixed-free beam. (ASCE Load Combination 5)

DCRflexFlexload

Nbeam B22A60 Factorff0.56 DCR < 1.0, OK.

8.1.5.4 Determine Adequacy Vertical B22A Channels in Combined Flexure and Compression

DCRcomb DCRcomp DCRflex 0.64 DCR < 1.0, OK. The vertical channels areadequate for combinedflexure and compression.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 17 of 46

Project No.: 054409.15.009





Date: 11/04/2015

The B22 angled channels will be subjected to compression and tension loading due to the wind forcetransferred to them from the vertical channels. One angled channel will be in compression while its oppositewill be in tension. Compression governs over tension, so it is analyzed in this section.

8.1.6 Determine Adequacy of Angled Supports

Figure: Sketch showing side view electrical rack and angled bracing analyzed in this section.

X 1ft 7in Base of triangle. (H-14-110506, Sh. 1)

Y 1ft 10in Height of triangle. (H-14-110506, Sh. 1)

θ atanYX

49.18 deg Angle of the angled support.

ΣMbase 0.6Windrack CPy CGx Wtrack Fangle Y( )= 0=

Horizontal force each of the two angledsupports acting in compression must resist.Fhoriz

12

0.6WindrackCPy CGx WtrackY

689.34 lbf

FangleFhorizcos θ( )

1054.64 lbf Tension/compression force in each of the four angled supports.

Langle Y2 X2 29.07 in The length of the angled channels.

The allowable compression load for a 30", slot faceloaded B22 channel. (SS-13, pg. 23) PB22 3802lbf

DCRacFanglePB22

0.28 DCR < 1.0, OK. The angled B22 channels are adequate.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 18 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.7 Check Connections

8.1.7.1 Determine Adequacy of Connections to the Angled Supports

Bolt Strength

Ab 0.196in2 Gross area of a 1/2" bolt. (AISC 14th Ed., Table 7-17)

Ωs 2.00 ASD safety factor for bolts. (AISC 14th Ed., Section J.3.6)

Fnv 27ksi Nominal shear stress of ASTM A307 fasteners. (AISC 14th Ed.,Table J3.2) Per B-Line SS-13 page 44 all bolts, screws and nutsmeet the requirements of ASTM A307.

Fnt 45ksi Nominal tensile stress of ASTM A307 fasteners.(AISC 14th Ed., Table J3.2)

BoltshearFnv AbΩs

2646 lbf Allowable shear strength of a 1/2" ASM A307 fasteners.(AISC 14th Ed., Eq. J3-1)

BolttensionFnt AbΩs

4410 lbf Allowable tensile strength of a 1/2" ASTM A307 fasteners.(AISC 14th Ed., Eq. J3-1)

Channel Nut Capacities

N225slip 1500lbf N225 Resistance to Slip from 12 Ga Material. (SS-13, pg. 50)

N225pos 2000lbf N225 Pull Out Strength from 12 Ga Material. (SS-13, pg. 51)

Governing Connection Capacities

Shearcapacity min Boltshear N225slip 1500 lbf Shear force capacity of the connection.

Tensioncapacity min Bolttension N225pos 2000 lbf Tension force capacity of the connection.

Check Shear of the Fasteners

ShearloadFangle sin θ( )

2399.09 lbf Shear Load, two fasteners per angled support pick up

shear load.

DCRshearShearload

Shearcapacity0.27 DCR < 1.0, OK.

Check Tension of the Fasteners

Tension load, two fasteners per angled support pick uptension load.Tensionload

Fangle sin θ( )

2399.09 lbf

DCRtensionTensionload

Tensioncapacity0.20 DCR < 1.0, OK.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 19 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.7.2 Determine the Adequacy of the B844W Post BaseThe B634 adjustable braces will act as pins, allowing the vertical B22A channels torotate. The B844W post bases will resist this motion through shear of the boltsconnected to the B32-I-72 channel. (Note: B32-I and B22-I concrete insert channelstruts have the same capacities and are therefore interchangeable for this design)

Armload CPy Y 33.75 in Moment arm from "pin" to lateral load.

Armresist Y 1.83 ft Resisting moment arm.

LoadFlexload

2271.46 lbf Lateral load per B22A column.

Resist Armresist Load Armload= Momentspin = 0

ResistLoad Armload

Armresist416.44 lbf Force that the B844W Post

Base needs to resist.

Shearcapacity 1500 lbf Shear capacity of a single N225 channel nut. (previously defined)

Nbolts 2 Number of N225 channel nuts engaged in shear toresist rotation of the B22A column.

DCRResist

Shearcapacity Nbolts0.14 DCR < 1.0, OK.

Check Slip of Nuts in the Column at the B844 Post Base

This section checks the connection for resisting the moment transferred to it by wind forces acting on theelectrical rack.

R1 Flexload12

271.46 lbf Force at top of column.

P R1 Resist 687.9 lbf Force resisting at the angled support.

a Armload 2.81 ft Distance from load to pin.

b Armresist 1.83 ft Distance from pin to base.

l a b 4.65 ft Total beam length.

MbaseP a b( )

2 l2a l( ) 612.84 ft lbf Moment at fixed end.

(AISC 14th Ed., Table 3-23, Case 14)

Spacing 1.625in 2 3.25 in Spacing between B844 post bases.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 20 of 46

Project No.: 054409.15.009





Date: 11/04/2015

CoupleMbaseSpacing

2262.78 lbf Force that must be resisted in shear by channel nuts.

Numnuts 2 Number of channel nuts connecting each column to the footing.

DCRCouple

Numnuts Shearcapacity0.75 DCR < 1.0, OK. The channel nuts in the B844 post

base are adequate.

8.1.7.3 Determine the Adequacy Bolted Connections between Horizontal and Vertical Channels

Check B133, four bolt T-connections

The horizontal channel will act as a pinned-pinned beam in this case because it is only attached to the verticalchannel with one channel nut per T-connection. The possible failure cases are 1) Sliding failure of the threenuts inside the vertical channel or 2) Shear failure of the single bolt inside of the horizontal channel.

Teecapacity min 3 N225slip Boltshear 2646 lbf Limiting capacity of the B133 T-connection forthis loading case

B22Avert 533.17 lbf Maximum total load seen at an horizontal channel (previouslydefined)

Ntee 4 Number of B133 T-connections per horizontal B22A channel(two per end and two per side)

DCRteeB22Avert

Teecapacity Ntee0.05 DCR < 1.0, OK.

Note: There are also several B143 brackets used to connect beams and columns on Assembly 1.B143 brackets are equivalent to B133 due to having the same number of bolts per channeland the same overall size.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 21 of 46

Project No.: 054409.15.009





Date: 11/04/2015

Check B137 Corner gusset plate

The top corner of the frame will act as a moment frame to resist moment in the plane of the rack. For thissection, the top channel will be conservatively checked as though it is supporting the same maximum load forthe horizontal channel previously analyzed using Rigid Frame Formulas, Case 39/2. Additional moment willcome from the horizontal seismic load acting as a point load at the top of the frame, which will be analyzedusing Rigid Frame Formulas, Case 39/7.

Figure: Corner Gusset resisting moment

B22Avert 533.17 lbf Maximum load seen on any channel (previously defined)

WbeamB22Avert

wrack76.17

lbfft

Uniform Load across the channel

IyB22A 0.4798in4 Weak Axis Moment of Inertia for a B22A Channel (SS-13, pg. 20)

k39IyB22AIyB22A

hrackwrack

0.95 The reciprocal of stiffness coefficient for Frame 39. (Rigid Frame Formulas, pg. 138)

N39 2 k39 3 4.9 The Frame 39 N coefficient. (Rigid Frame Formulas, pg. 138)

M392Wbeam wrack

2

4 N39190.47 ft lbf The moment at the connections caused by dead load.

(Rigid Frame Formulas, pg. 139)

P397 0.7 Erack_h 131.67 lbf The seismic load on the assembly. Conservatively applying theload at the top of the assembly.

M397P397 hrack

2437.54 ft lbf The moment at the upper left and right corners of the assembly

from horizontal earthquake load. (Rigid Frame Formulas, pg. 140)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 22 of 46

Project No.: 054409.15.009





Date: 11/04/2015

Mgusset M392 M397 628 ft lbf Total moment at the top corner joint of the rack. This momentwill attempt to rotate the top channel around the corner bolt inthe horizontal channel (see figure above) and will be resisted byshear of the second, inner bolt in the the horizontal channel.

Boltshear 2646 lbf The allowable shear strength of a 1/2" ASTM A307 fasteners(previously defined)

Boltspacing 3.5in Bolt spacing of the gusset (SS-13, pg 75)

Gusmc Boltspacing 2 Boltshear 1543.5 ft lbf Moment capacity of the 2 gussets on opposite sidesof the B22A connection, determined by bolt shear

DCRMgussetGusmc

0.41 DCR < 1.0, OK. The gusseted connections areadequate to resist in-plane moment.

8.1.7.4 Determine the Adequacy Connections between Electrical Components and Horizontal Channels

Failure of these connections will be due to shear of the bolt because the orientation of the channels will notallow slipping of the channel nut along the channel grooves, or pullout of the nut due to tension perpendicularto the channel.

Wtbox 1.15 1.25 wtpnb 437 lbf Weight of the heaviest component on the rack (previously defined),including 15% factor for misc. equipment and 1.25 factor fordynamic loading

BoltloadWtbox

4109.25 lbf Load on each of the four N224 Channel Nuts connecting it to

the B22A

AN224 0.049in2 Gross area of a 1/4" fastener. (AISC 14th Ed., Table 7-17)Note that the smallest size bolt attaching any of thecomponents to the frame is conservatively used.

Ωs 2.00 ASD safety factor for fasteners (AISC 14th Ed., Section J.3.6)

Fnv 27ksi Nominal shear stress of ASTM A307 fasteners. (AISC 14th Ed.,Table J3.2) Per B-Line SS-13 page 44 all bolts, screws and nutsmeet the requirements of ASTM A307.

Boltshear1_4Fnv AN224

Ωs661.5 lbf The allowable shear strength of a 1/4" ASTM A307 fasteners.

(AISC 14th Ed., Eq. J3-1)

DCR < 1.0, OK. The connections are adequate.DCR

BoltloadBoltshear1_4

0.17

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 23 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.8 Check Concrete Footing

The following section will determine if the concrete footings are an adequate size to distribute the load to thesoil at an adequate pressure.

lfoot 72in The length of the concrete footings. (H-14-110506, Sh. 5)

wfoot 12in The width of the concrete footings. (H-14-110506, Sh. 5)

tfoot 12in The thickness of the concrete footings. (H-14-110506, Sh. 5)

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

Wcf ρconc wfoot lfoot tfoot 900 lbf The weight of a single concrete footing.

Afooting wfoot lfoot 6 ft2 Bearing Area of the footing on the soil.

Moment Resisted by a single footing(ASCE Load Combination 5)Moment 0.6

12

Windrack CPy 1.012

Wtrack CGx 1263.78 ft lbf

Load 1.0 Wcf12

Wtrack 1433.17 lbf Vertical Load resisted by a single footing.

LoadAfooting

238.86 psf Pressure due to vertical load only.

Minimum soil pressure under footing. (Principles ofFoundation Engineering, Das, Eq. 3.34, pg 157) The figurebelow represents the pressure distribution beneath theconcrete footings.

qminLoad

wfoot lfoot

6 Moment

lfoot2 wfoot

28.23 psf

qmaxLoad

wfoot lfoot

6 Moment

lfoot2wfoot

449.49 psf Maximum soil pressure under footing (Das, Eq 3.33, pg 157)

pallow_sb 2000psf The allowable bearing pressure of the soil. (IBC 2012, Table1806.2, Material Class 4)

DCRsbqmax

pallow_sb0.22 DCR for the soil bearing pressure. Since the DCR is less than

1.0, the soil is adequate to support the load.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 24 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.9 Determine the Adequacy of the B-Line B32-I-72 Concrete Insert Channels

Each concrete footing shall be equipped with a B-Line B32-I-72 channel.

Wcf 900 lbf The weight of the 72" long concrete footing (previously defined)

Tc WcfWtrack

21433.17 lbf Dead weight acting at each footing

The allowable load per foot on each embedded channel. (SS-13,pg. 215). Note that loading is not in the last 2 inches. Alsonote that B32-I and B22-I embedded channels have the samecapacities and may therefore be used interchangeably in thisdesign.

Tbline 2000lbfft

DCRB22ITc

Tbline 4ft0.18 DCR < 1.0, OK. The embedded channel is adequate.

8.1.10 Verify that the Electrical Rack Will Not Overturn About the Footing

Figure: Free Body Diagram for Determining Overturning Forces

Mover 0.6Windrack CPy tfoot 2886.95 ft lbf The overturning moment aboutpoint A of the figure above.

Mresist 0.6Wtracklfoot

2CGx 0.6 2 Wcf

lfoot2

5068.26 ft lbf The resisting moment about thebottom corner of the footing.

DCRoverturnMoverMresist

0.57 DCR < 1.0, OK. Overturning will not occur.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 25 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.11 Verify that the Electrical Rack Will Not Slide

Sliding Due to Seismic Forces

μf 0.25 Coefficient of friction between concrete and the soil. (IBC 2012,Table 1806.2, Material Class 4)

0.7 Erack_h 131.67 lbf Lateral seismic force (previously determined).

0.7 Erack_v 51.65 lbf Vertical seismic force (previously determined).

Pfr μf 0.6 Wtrack 2Wcf 0.7 Erack_v 417 lbf The frictional force resisting slidingsubtracting out the vertical seismic force.

Sliding "The Electrical Rack Assembly Will Not Slide" Pfr 0.7 Erack_hif

"The Electrical Rack Assembly Will Slide" otherwise

Sliding "The Electrical Rack Assembly Will Not Slide"

Sliding Due to Wind Forces

W 0.6Windrack 511 lbf The force of wind which causes the potential of sliding.

Pfr μf 0.6 Wtrack 2Wcf 430.0 lbf The frictional force resisting sliding.

Lateral bearing pressure of the soil per foot below grade. (IBC 2012, Table 1806.2, Material Class 4)pp 150

psfft

Pp pp tfoot wfoottfoot

275 lbf Lateral resistive force of the soil per footing

Sliding "The Electrical Rack Assembly Will Not Slide" 2Pp Pfr Wif



Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 26 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.1.12 Determine Adequacy of the C6x13 Channels Used For Lifting of the Electrical RackThere are two C6x13 Channels which are temporarily installed in the B32-I-72 B-Line Channels, spanningbetween the two concrete footings in order to facilitate moving the electrical rack with a fork lift. Note thatneither this calculation nor the drawings specify the tie downs types or tie down points necessary to lift andmove the rack as this is not within the scope of this calculation.

FyA36 36ksi Yield strength of A36 steel. (AISC 14th Ed., Table 2-4)

Zy 1.35in3 Plastic section modulus of the C6x13 channel about the weakaxis. (AISC 14th Ed., Table 1-5)

Sy 0.638in3 Elastic section modulus of the C6x13 channel about the weakaxis. (AISC 14th Ed., Table 1-5)

Mn min FyA36 Zy 1.6 FyA36 Sy 3062.4 ft lbf Nominal flexural strength of the channel. (AISC14th Ed., Section F6)

Ωbc 1.67 ASD reduction factor for flexure. (AISC 14th Ed., Section F1)

ΩMnMnΩbc

1833.77 ft lbf Design flexural strength of the channel.

Check moments in the C6x13 Channel

l wrack 84 in Width of the frame (previously defined)

a 18in Distance from the edge of the footing block to fork location.

fork l 2a 48 in Span between forks on the fork lift.

Weight 2 Wcf Wtrack 2866.35 lbf Weight of the electrical rack and 2 concrete footings.

P1.25 Weight

4895.73 lbf Weight supported at each contact point between the fork lift

forks and the C6x13 channels, including a 25% dynamic loadfactor.

Mlift P a 1343.6 ft lbf Moment in the C6x13 (AISC 14th Ed., Table 3-23, Case 9)

DCR < 1.0, OK. Any distance "a" less than 18inches is also acceptable.DCRc

MliftΩMn

0.73

By inspection, shear failure will not govern over bending.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 27 of 46

Project No.: 054409.15.009





Date: 11/04/2015

Check bolted connections between the C6x13 and B32-I-72

Tensioncapacity 2000 lbf Tension capacity of N225 channel nuts. (previously defined)

Loadchannel1.25 Weight

4895.73 lbf Tension load at each point where a C6x13 channel connects

to the B32-I-72.

NumN225 2 Number of N225 channel nuts per connection point betweenthe C6x13 and B32-I-72.

DCRconnectLoadchannel

Tensioncapacity NumN2250.22 DCR < 1.0, OK. The bolted connection is adequate

for tension loading.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 28 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.2 Structural Evaluation of H-14-110506, Assemblies 2 & 3


The transformer (PN33) on this rack weighs 425 lbf and the disconnect switch (PN35) weighs 52.4 lbf.The disconnect switch has dimensions of approximately 18 by 30 inches. The rack is 6ft tall and 6ft wide.(ref. Appendix A and H-14-110506, Sh. 3)

This rack is similar to the one found in H-14-110044. The transformer from H-14-110044, analyzed inRPP-CALC-60130, weighs 350 lbf, but that rack was 7'-0" wide by 6'-1" tall and also supportedapproximately 650lbf of other components. The largest component on the H-14-110044 rack created awind sail area of 42 by 68 inches. (ref. H-14-110044 and RPP-CALC-60130)

The H-14-110044 electrical rack and the H-14-110506, Assemblies 2 & 3 electrical racks utilize the sameB-Line component and component arrangement. They also have the same footing size. Therefore, theB-Line components and connections from H-14-110506 Assemblies 2 & 3 are adequate by inspection.

Sliding is checked for H-14-110506 Assemblies 2 & 3 because the electrical rack weights less than theH-14-110044 rack which was analyzed in RPP-CALC-60130, which also had buried footings.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 29 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.2.1 Check Against Sliding

By inspection, sliding governs over overturning due to the low center of pressure, and wind governsover seismic as producing the governing sliding load. An abbreviated method is used for checkingagainst sliding of H-14-110506, Assemblies 2 & 3 below.

Determine Wind Force

Windrack 852.24 lbf Wind force on the assembly in Section 8.1 of this calculation.

Atotal 46.52 ft2 Area used for the assembly in Section 8.1 of this calculation.

WindpressureWindrack

Atotal18.32 psf Resulting wind pressure on the assembly in Section 8.1,

which will be used again in this section.

Arack2_3 1.15 18in 30in 37in 20in 1.625in 3 6ft 2 3ft( )[ ]

Area of the racks analyzed in this section, also accountingfor misc. components with a 1.15 contingency factor. (H-14-110506, Sh. 3)

Arack2_3 13.96 ft2

Windrack2_3 Arack2_3 Windpressure 255.73 lbf Wind force on the Assemblies 2 & 3.

Check Against Sliding

Wtrack2_3 2 Wcf 52.4lbf 425lbf 3.82plf 3 6ft 2 3ft( )

Weight of the assembly, including concrete footings. Notethat this weight does not take into account a contingencyfactor which is conservative when checking against sliding.(H-14-110506, Sh. 3 and Appendix A)

Wtrack2_3 2369.08 lbf

μf 0.25 Friction coefficient. (previously defined)

DCRrack2.3_slide0.6Windrack2_30.6Wtrack2_3 μf

0.43 DCR < 1.0, OK. The rack will not slide.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 30 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.3 Structural Evaluation of H-14-110506, Assemblies 4 & 5


By inspection, the B-Line components that make up this rack are adequate when compared to the electrical rackanalyzed in Section 8.1 of this calculation. However, due to the smaller footing size, this rack must be checkedagainst overturning and sliding.

The transformer is adequate by inspection due to it's low profile area and high weight.

8.3.1 Determine Weight and Center of Gravity

Disconnect (PN 36)

wtdsc 170lbf Weight of disconnect. (Appendix A)

hdsc 46.3in Height of disconnect. (Scaled from H-14-110506, Sh. 4)

wdsc 26.3in Width of disconnect. (Scaled from H-14-110506, Sh. 4)

ddsc 9.5in Depth of disconnect. (Scaled from H-14-110506, Sh. 4)

Wire Trough (PN 51)

Wtwrt 50.3lbf Weight of wire trough. (Appendix A)

hwrt 12in Height of wire trough. (H-14-110506, Sh. 4)

wwrt 36in Width of wire trough. (H-14-110506, Sh. 4)

dwrt 12in Depth of wire trough. (H-14-110506, Sh. 4)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 31 of 46

Project No.: 054409.15.009





Date: 11/04/2015



x (in) y (in)Disconnect 1 170 170 6.4 1088 54.5 9265Wire Trough 1 50.3 50.3 7.6 382 35.0 1761B137 Brackets 4 2.73 10.9 0.0 0.0 77.0 841B133 Tee 8 0.75 6.00 0.0 0.0 35.0 210B22A Columns 2 6.60 3.82 50.4 0.0 0.0 39.6 1997B22A Top Beam 1 4.00 3.82 15.3 0.0 0.0 79.0 1207B22A Middle Beam 1 4.00 3.82 15.3 0.0 0.0 40.0 611B22A Bottom Beam 1 4.00 3.82 15.3 0.0 0.0 30.0 458

Sum (Wt) = 333.48X Axis C.G. 2.12 in Sum (Wt)(x) = 705.7 Sum (Wt)(y) = 16349.9Y Axis C.G. 49.03 in

Assembly 4/5 Electrical Rack (approximate) Center of Gravity with respect to bottom left corner of the B Line frame

ItemNumberof Units

Unit Length(ft)

Unit Weight(lbf)

Unit Weight(lbf/ft)

Weight(lbf)

(Wt)(x) (Wt)(y)

Wtrack 333.48lbf 1.15 383.5 lbf Weight of the electrical rack including a 15% contingencyfactor for components not included in CG calculation suchas bolts and conduit.

CGx 2.12in Center of Gravity of electrical rack with respect tothe x (front-to-back) axis.

CGy 49.03in Center of Gravity of electrical rack with respect to they (up-and-down) axis.

Outside Dimensions of Rack:

hrack 6ft 7in Height of electrical rack. (H-14-110506, Sh. 4)

wrack 4ft Width of electrical rack. (H-14-110506, Sh. 4)

Find Center of Wind Pressure:

Awind wrack 48in 16 ft2 Total wind area, taking the top section of the electricalrack to be a solid sail. (H-14-110506, Sh. 4)

CPy hrack48in

24.58 ft Center of wind pressure. (H-14-110506, Sh. 4)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 32 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.3.2 Determine Seismic Forces acting at the Center-of-Gravity of the Electrical Rack

The electrical rack will be analyzed for seismic loads according to ASCE 7-10, Section 13.6

SDS_h 0.588 The design spectral horizontal acceleration parameter at shortperiods. (TFC-ENG-STD-06)

SDS_v 0.346 The design spectral vertical acceleration parameter at shortperiods. (TFC-ENG-STD-06)

ap 1.0 The component amplification factor. (ASCE 7-10, Table 13.6-1,Other Electrical Components)

Rp 1.5 Response modification factor. (ASCE 7-10, Table 13.6-1,Other Electrical Components)

Ip 1.0 Seismic importance factor. (TFC-ENG-STD-06, Section3.5.5.1 for PC-1 components)

ASCE 7-10, Section 13.4: "Nonstructural components and their supports shall be attachedto the structure in accordance with the requirements of this section [...] The componentforces shall be those determined in Section 13.3.1"

z_over_h 0.0 The height of the component attachment point on the supportstructure (z) over the height of the structure (h). z/h need notbe greater than 1.0. (ASCE 7-10, Section 13.3.1.)

Wp Wtrack 383.5 lbf

Fp 0.3 SDS_h Ip Wp 0.3 SDS_h Ip Wp0.4 ap SDS_h Wp Ip

Rp1 2 z_over_h( )if

min0.4 ap SDS_h Wp Ip

Rp1 2 z_over_h( ) 1.6 SDS_h Ip Wp otherwise

Fp 67.65 lbf The seismic design force centered at the component's centerof gravity and distributed relative to the component's massdistribution. (ASCE 7-10, Section 13.3.1)

ρ 1.0 Redundancy factor. (ASCE 7-10, Section 13.3.1)

Erack_h ρ Fp 67.65 lbf Horizontal seismic load effect on the electrical rack.(ASCE 7-10, Section 12.4.2.1)

Erack_v 0.2 SDS_v Wp 26.54 lbf Vertical seismic load effect on the electrical rack.(ASCE 7-10, Section 12.4.2.2)

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 33 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.3.3 Determine Wind Forces acting on the Electrical Rack

V 110mph Ultimate design 3-second gust wind speed.(TFC-ENG-STD-06, Table 3 for PC-1 loading while usingASCE 7-10)

I 1.0 Wind importance factor for PC-1. (TFC-ENG-STD-06, Table 3)

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

The velocity pressure coefficient using exposure category C.(ASCE 7-10, Table 29.3-1)Kz 0.85

Kzt 1.0 Topographical factor. (ASCE 7-10, Section 26.8.2)

qz 0.00256 Kz Kd KztV

mph

2I psf 22.38 psf Velocity pressure. (ASCE 7-10, Eq. 29.3-1)

Atotal hrack wrack 26.33 ft2 Total gross area of the electrical rack.

εAwindAtotal

0.61 Ratio of solid to total area of the electrical rack.

Cf 1.6 Net force coefficient. (ASCE 7-10, Figure 29.5-2)

G 0.85 Gust effect factor. (ASCE 7-10, Section 26.9.1)

Windrack qz Cf G Awind 486.99 lbf Lateral wind load on the electrical rack.(ASCE 7-10, Eq. 29.5-1)

8.3.4 Determine Load Combinations for Seismic and Wind Forces

Load Combinations per ASCE 7-10 Section 2.4.1.

D + (0.6W or 0.7E) ASCE Load Combination 5

0.6D + 0.6W ASCE Load Combination 7

0.6D + 0.7E ASCE Load Combination 8

Load Combination 5 produces most conservative results when analyzing B-Line channels and fasteners,which are bounded by Section 8.1 of this calculation. Therefore, Load Combinations 7 and 8 will be usedin this section to check against overturning and sliding.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 34 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.3.5 Verify that the Electrical Rack Will Not Overturn About the Footing

Figure: Free Body Diagram for Determining Overturning Forces

lfoot 48in The length of the concrete footings. (H-14-110506, Sh. 5)

wfoot 12in The width of the concrete footings. (H-14-110506, Sh. 5)

tfoot 12in The thickness of the concrete footings. (H-14-110506, Sh. 5)

Wcf ρconc wfoot lfoot tfoot 600 lbf The weight of a single concrete footing.

Mover 0.6Windrack CPy tfoot 1631.42 ft lbf The overturning moment aboutpoint A of the figure above.

Mresist 0.6Wtracklfoot

2CGx 0.6 2 Wcf

lfoot2

1859.55 ft lbf The resisting moment about thebottom corner of the footing.

DCRoverturnMoverMresist

0.88 DCR < 1.0, OK. The rack will not overturn.

Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 35 of 46

Project No.: 054409.15.009





Date: 11/04/2015

8.3.6 Verify that the Electrical Rack Will Not Slide

Sliding Due to Seismic Forces

μf 0.25 Coefficient of friction between concrete and the soil.(IBC 2012, Table 1806.2, Material Class 4)

0.7 Erack_h 47.35 lbf Lateral seismic force (previously determined).

0.7Erack_v 18.58 lbf Vertical seismic force (previously determined).

Pfr μf 0.6 Wtrack 2Wcf 0.7 Erack_v 233 lbf The frictional force resisting slidingsubtracting out the vertical seismic force.

Sliding "The Electrical Rack Assembly Will Not Slide" Pfr 0.7 Erack_hif



Sliding Due to Wind Forces

W 0.6Windrack 292 lbf The force of wind which causes the potential of sliding.

Pfr μf 0.6 Wtrack 2Wcf 237.5 lbf The frictional force resisting sliding.

Lateral bearing pressure of the soil per foot below grade. (IBC 2012, Table 1806.2, Material Class 4)pp 150

psfft

Pp pp tfoot wfoottfoot

275 lbf Lateral resistive force of the soil per footing

Sliding "The Electrical Rack Assembly Will Not Slide" 2Pp Pfr Wif



Mathcad

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 36 of 46


CALCULATION SHEET



APPENDIX A ELECTRICAL COMPONENT CUT SHEETS

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 37 of 46


CALCULATION SHEET



Part Number 32 Panelboard Enclosure

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 38 of 46


CALCULATION SHEET



Part Number 32 Panelboard Interior

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 39 of 46


CALCULATION SHEET



Part Number 33 Transformer

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 40 of 46


CALCULATION SHEET



Part Number 34 Disconnect Switch

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 41 of 46


CALCULATION SHEET




RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 42 of 46


CALCULATION SHEET




RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 43 of 46


CALCULATION SHEET



Part Number 43 Current Transformer Enclosure

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 44 of 46


CALCULATION SHEET



Part Number 48 Transformer

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 45 of 46


CALCULATION SHEET



Part Number 51 Wire Trough

RPP-CALC-60507 Rev.00 12/10/2015 - 10:48 AM 46 of 46