866-B330-07_Rev 1_BOOM REST DESIGN CALCULATIONS_02-28-22.pdf

Proj No

TAI-1240

Date 2/18/2022

A. Inroduction

B. References 1 866-B330-06 Boom Rest Design.

2 866-B399-01 Scantlings Calculations.

3 https://clearcalcs.com/freetools/beam-analysis/us 4 AISC article

5 https://mechanicalc.com/reference/column-buckling 6 AISC Manual 14th Edition

C. Crane Information

Crawler Crane Manitowoc 14000, Series 3

Boom lengths 95 ft 124.6 ft

D. Assumptions Assuming a 22' overhang of boom in the aft of boom rest (from center of boom rest), Distance from boom pivot of crawler to boom rest in Configuration-1 = 72 ft in Configuration-2 = 102.6 ft

Factor of Safety 5 Lateral load on the structure 5%

E. Methodology

F. Conclusion All the above checks are satisfactory and the boom rest structure withstands all the axial and lateral loads. Also the main deck structure meets the required strength checks.

TAI-1240 CELRE CRANE BARGE HARVEY

BOOM REST DESIGN CALCULATIONS

Project Title:

Subject:

Configuration-1 Configuration-2

This document reports calculations for boom rest design as indicated in the Drawing 866-B330-

06. This report verifies adequacy of structural strength for the Boom rest design and its supporting structural arrangements.

https://www.aisc.org/globalassets/aisc/awards/tr-higgins/past-winners/columns-with-end-restraint-and-bending-in-load-and-resistance-factor-design.pdf

The crane boom weights are applied on the crane boom rest with an overhang like a continuous beam and the reaction load on the boom rest is calculated. The reaction load is divided into the 4 boomrest columns. The columns are checked for buckling, bending and shear due to the axial/lateral loads. The aft inclined columns are checked for additonal moment due to P-delta effect. The doubler plate at the bottom of the boom rest is checked for punching shear checks.

The main deck girders/beams are checked against the reaction loads/moments transferred through the boom rest.

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE MDC Project: 3265, Hull No: 866 02/24/22

G. Boom Configurations

1 . 95 ft Boom Length Configuration-1

Length (ft) Weight (lbs) (lbs/ft) Boom Butt 18 6300 350 WRG boom insert 18 3600 200 Boom insert 9.8 1700 173.47 Boom insert 19.7 2700 137.06 Boom Top 29.5 9900 335.59 Hook block - 5450 Misc. 6000 63.16 Total 95 35650

Beam span, crane pivot & boom rest locations

Prp By RG/CT/SS Chk By CT App By

Reference

GENERAL BEAM THEORY

Based on the above load distribution, a continuous beam analysis is done considerind UDL over the length of the boom as shown in Load Distibution table below & the resultant loads on boom rest is used for further analysis.

Even though the boom is at an angle to the horizontal, we are considering the boom as horizontal with the self-weight loads acting vertically. This is a conservative approach.

NOTE: It should be noted that this "Free Beam Calculator" program on ClearCalcs uses the finite element analysis engine for it's calculations. (Ref. 3)

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

Load distribution

Reaction loads

Max. reaction load on boom rest 27100 lbs Max Load on Boom Rest-Configuration-1 (With factor of safety) 135500 lbs

Prp By RG/CT/SS Chk By CT App By

Reference

GENERAL BEAM THEORY

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

2 . 124.6 ft Boom Length Configuration-2

Length (ft) Weight (lbs) (lbs/ft) Boom Butt 18 6300 350 WRG boom insert 18 3600 200 Boom insert 19.7 2700 137.06 Boom insert 39.4 4700 119.29 Boom Top 29.5 9900 335.59 Hook block - 5450 Misc. 6000 48.15 Total 124.6 38650

Beam span, crane pivot & boom rest locations

Prp By RG/CT/SS Chk By CT App By

Reference

GENERAL BEAM THEORY

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

Load distribution

Reaction loads

Max. reaction load on boom rest 27100 lbs Max Load on Boom Rest-Configuration-2 (With factor of safety) 135500 lbs

From the above 2 configurations, we got the same max. load on boom rest.

Load on each of the 4 columns of the boom rest = 33875 lbs.

Prp By RG/CT/SS Chk By CT App By

Reference

GENERAL BEAM THEORY

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

F. Boom Rest Columns Check (Ref-5)

1 . Forward columns, HSS-6x6x3/8 Length of Column L 233 in Cross sectional area Area 7.580 in^2 Second moment of inertia Ixx or Iyy 39.400 in^4 Radius of Gyration r 2.280 in Slenderness ratio Rs 102 Young's Modulus E 29010000 psi Effective Length Factor k 2.00 Material yield strength Sy 46000 psi Transitional slenderness ratio Rtrans 56 Type of Column LONG Formula Applied EULER'S

Pcr1 (Critical Buckling Load) 51948 lbs Actual axial load applied 33875 lbs Status PASS

2 . Aft Inclined Column

Reaction load 33875 lbs Angle to vertical 5.66 deg

Axial load on column, P = 33710 lbs Lateral load on column 3341 lbs (Vessel's Long'l direction) 5% lateral loads for design requirements 1694 lbs (Vessel's Trans direction) Max. of the above lateral loads, 3341 lbs

Buckling check Length of Column L 242 in Cross sectional area Area 7.58 in^2 HSS-6x6x3/8 Second moment of inertia Ixx or Iyy 39.40 in^4 HSS-6x6x3/8 Radius of Gyration r 2.28 in Slenderness ratio Rs 106 Young's Modulus E 29010000 psi Effective Length Factor k 2.00 Material yield strength Sy 46000 psi Transitional slenderness ratio Rtrans 56 Type of Column LONG Formula Applied EULER'S

Prp By RG/CT/SS Chk By CT App By

The aft columns are inclined at 5.66 deg to vertical, so the reaction load is divided into axial & lateral load. This lateral load is added to the assumed 5% lateral load & the structure is checked for bending stress

Reference

BUCKLING THEORY FOR COLUMNS

The maximum load in the above 2 configurations is distributed onto 4 Boom Rest columns & the columns are checked for buckling. Even though, cross bracings are provided, max. length of the columns is considered in below calculations as a conservative approach. All square tubes are ASTM 500, Grade B.

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

Pcr2 (Critical Buckling Load) 48156 lbs Actual axial load applied, P = 33710 lbs Status PASS

Shear stress check Maximum Shear Force 3341 lbs Calculated Maximum Shear Stress, τx ~= 2.25*V/A 991.70 psi Square hollow section) σyield 46000 psi τallow stress 18400 psi σyield*0.4 Status PASS

Bending Stress Check (due to Lateral load & Axial load) (ref-4) Refer to the AISC article (ref-4), Fig-12 on Pg 13/28 & numbered 117.

Max. Lateral load applied, H 3341 lbs Cantilevered top portion of boom rest, l 75.00 in.

Bending Moment, M1 = H* l 250,569 lb-in

Taking max. deflection from first principles of beam bending (Ref-6, AISC, Table 3-23 , Row 22) Max. deflection, D = H*l 3/(3EI) 0.41 in.

Axial load from prev calc. for buckling, P = 33710 lbs Bending Moment due to axial load, P-D analysis, M2 13,856 lb-in. (M2 = P * D)

Total Bending Moment, M1+M2 = 264425.4 lb-in σyield 46000 psi σallow bend 27600 psi σyield*0.6 SMreq 9.58 in^3 BM/σallow bend

SMprov 13.10 in^3 HSS-6x6x3/8 Status PASS

Prp By RG Chk By CT App By

Reference

References - 4 & 6

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

G. Main Deck Girder Bending Check

Beam-1 The foundation is a simply supported beam with loading at given location Reaction load from the aft inclined columns is checked.

Beam location At Fr 23+4 ft Beam span CL Bhd to 9' OCL Bhd Beam type Simply Supported Span, L 108 in load, P 33710 lbs a 48.0 in b 60.0 in.

CL Bhd to 9' OCL Bhd

Bending Check σyield 34000 psi σallow bend 20400 psi σyield*0.6 Bending Moment 898929.3 lb-in Zreq 44.07 in^3 BM/σallow bend

Zprov 78.16 in^3 FP-16"x6"x1/2" Status PASS with 36"x3/8" Attach Deck Plt

Prp By RG Chk By CT App By

Reference

GENERAL BEAM THEORY

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

Shear Check

Shear Force 18727.7 lbs τallow shear 13600 psi σyield*0.4

Areq 2.07 in^2 1.5xSF/τallow shear

Aprov 8 in^2 (FP 16"x1/2", Web only) Status PASS

Bending Check (including moment due to Lateral load)

Bending Moment (due to lateral load) 264425.4 lb-in.

BM-diagram σyield 34000 psi σallow bend 20400 psi σyield*0.6 Bending Moment 1498451.25 lb-in Zreq 73.45 in^3 BM/σallow bend

Zprov 78.16 in^3 FP-16"x6"x1/2" Status PASS with 36"x3/8" Attach Deck Plt

Prp By RG Chk By CT App By

Reference

In addition to the above, the lateral load on the boom rest creates a moment transfer to the under deck structure at main deck. The actual value will be much lower than shown below becuase of the cross bracing support structure of boom rest.For the aft stanchions, the transverse beam (Beam-1) is checked for these additional bending moments.

GENERAL BEAM THEORY

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

Beam-2 The foundation is a simply supported beam with a point load, Reaction load from the fwd columns is checked.

Beam location At 4' OCL Beam span Fr. 21 to Fr. 23 Beam type Simply Supported Span, L 144 in load, P 33875 lbs a 36 in b 108 in

Bending Check σyield 34000 psi σallow bend 20400 psi σyield*0.6 Bending Moment 914625.0 lb-in Zreq 44.83 in^3 BM/σallow bend

Zprov 78.16 in^3 FP-16"x6"x1/2" Status PASS with 36"x3/8" Attach Deck Plt

Shear Check

Shear Force 25406.3 lbs τallow shear 13600 psi σyield*0.4

Areq 2.80 in^2 1.5xSF/τallow shear

Aprov 8 in^2 (FP 16"x1/2", Web only) Status PASS

Prp By RG Chk By CT App By

Reference

GENERAL BEAM THEORY

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

Punching Shear Check Punching shear of the doubler plate, Max. load applied 33875 lbs Shear length of the HSS columns 24 in HSS-6x6x3/8 Thickness of doubler plate 0.5 in

Punching shear stress 2822.9 psi τallow shear 13600 psi σyield*0.4

Status PASS

Similarly checking the punching shear of main deck plate Shear length of the doubler plate 32 in 8" x 8" doubler plate Thickness of main deck plate 0.375 in

Punching shear stress 2823 psi τallow shear 13600 psi σyield*0.4

Status PASS

Prp By RG/CT Chk By CT App ByGENERAL BEAM THEORY

Reference

TAI-1240 USACE 150'x50'x10' CELRE CRANE BARGE

NATIONAL DESIGN SPECIFICATION®

FOR WOOD CONSTRUCTION

American Wood Council

American Forest &

Paper Association

N D S

2005 EDITION

ANSI/AF&PA NDS-2005

Approval Date: JANUARY 6, 2005

WITH COMMENTARY AND

SUPPLEMENT: DESIGN VALUES FOR WOOD CONSTRUCTION

ASD/LRFD

Am er ic an

W Am er ic an W

Am er ic an

W Am er ic an W

Am er ic an

W oo d Co un ci l oo d Co un ci l oo d Co un ci l oo d Co un ci l oo d Co un ci l

BEAM DESIGN FBEAM DESIGN FBEAM DESIGN FBEAM DESIGN FBEAM DESIGN FORMULASORMULASORMULASORMULASORMULAS WITH SHEAR AND MOMENTWITH SHEAR AND MOMENTWITH SHEAR AND MOMENTWITH SHEAR AND MOMENTWITH SHEAR AND MOMENT

DIADIADIADIADIAGRAMSGRAMSGRAMSGRAMSGRAMS

AmericanAmericanAmericanAmericanAmerican

FFFFForest &orest &orest &orest &orest &

PPPPPaperaperaperaperaper

AssociationAssociationAssociationAssociationAssociation w

R R

V

V

2 2

Shear

Mmax

Moment x

DESIGN AID NDESIGN AID NDESIGN AID NDESIGN AID NDESIGN AID Nooooo. 6. 6. 6. 6. 6

Arjun Chirugudu Text Box Appendix -1

AMERICAN WOOD COUNCIL

The American Wood Council (AWC) is part of the wood products group of the American Forest & Paper Association (AF&PA). AF&PA is the national trade association of the forest, paper, and wood products industry, representing member companies engaged in growing, harvesting, and processing wood and wood fiber, manufacturing pulp, paper, and paperboard products from both virgin and recycled fiber, and producing engineered and traditional wood products. For more information see www.afandpa.org.

While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this publication. Those using this document assume all liability from its use.

Copyright © 2007 American Forest & Paper Association, Inc.

American Wood Council 1111 19th St., NW, Suite 800

Washington, DC 20036 202-463-4713 awcinfo@afandpa.org www.awc.org

BEAM FBEAM FBEAM FBEAM FBEAM FORMULAS WITHORMULAS WITHORMULAS WITHORMULAS WITHORMULAS WITH

SHEAR AND MOMENTSHEAR AND MOMENTSHEAR AND MOMENTSHEAR AND MOMENTSHEAR AND MOMENT

DIADIADIADIADIAGRAMSGRAMSGRAMSGRAMSGRAMS

AMERICAN FOREST & PAPER ASSOCIATION

Figures 1 through 32 provide a series of shear and moment diagrams with accompanying formulas for design of beams under various static loading conditions.

Shear and moment diagrams and formulas are excerpted from the Western Woods Use Book, 4th edition, and are provided herein as a courtesy of Western Wood Products Association.

IntrIntrIntrIntrIntroductionoductionoductionoductionoduction Notations Relative to “Shear and Moment Diagrams”

E = modulus of elasticity, psi I = moment of inertia, in.4

L = span length of the bending member, ft.

R = span length of the bending member, in.

M = maximum bending moment, in.-lbs.

P = total concentrated load, lbs.

R = reaction load at bearing point, lbs.

V = shear force, lbs.

W = total uniform load, lbs.

w = load per unit length, lbs./in.

Δ = deflection or deformation, in.

x = horizontal distance from reaction to point on beam, in.

List of FigurList of FigurList of FigurList of FigurList of Figureseseseses

Figure 1 Simple Beam – Uniformly Distributed Load Figure 2 Simple Beam – Uniform Load Partially Distributed Figure 3 Simple Beam – Uniform Load Partially Distributed at One End Figure 4 Simple Beam – Uniform Load Partially Distributed at Each End Figure 5 Simple Beam – Load Increasing Uniformly to One End Figure 6 Simple Beam – Load Increasing Uniformly to Center Figure 7 Simple Beam – Concentrated Load at Center Figure 8 Simple Beam – Concentrated Load at Any Point Figure 9 Simple Beam – Two Equal Concentrated Loads Symmetrically Placed Figure 10 Simple Beam – Two Equal Concentrated Loads Unsymmetrically Placed Figure 11 Simple Beam – Two Unequal Concentrated Loads Unsymmetrically Placed Figure 12 Cantilever Beam – Uniformly Distributed Load Figure 13 Cantilever Beam – Concentrated Load at Free End Figure 14 Cantilever Beam – Concentrated Load at Any Point Figure 15 Beam Fixed at One End, Supported at Other – Uniformly Distributed Load Figure 16 Beam Fixed at One End, Supported at Other – Concentrated Load at Center Figure 17 Beam Fixed at One End, Supported at Other – Concentrated Load at Any Point Figure 18 Beam Overhanging One Support – Uniformly Distributed Load Figure 19 Beam Overhanging One Support – Uniformly Distributed Load on Overhang Figure 20 Beam Overhanging One Support – Concentrated Load at End of Overhang Figure 21 Beam Overhanging One Support – Concentrated Load at Any Point Between Supports Figure 22 Beam Overhanging Both Supports – Unequal Overhangs – Uniformly Distributed Load Figure 23 Beam Fixed at Both Ends – Uniformly Distributed Load Figure 24 Beam Fixed at Both Ends – Concentrated Load at Center Figure 25 Beam Fixed at Both Ends – Concentrated Load at Any Point Figure 26 Continuous Beam – Two Equal Spans – Uniform Load on One Span Figure 27 Continuous Beam – Two Equal Spans – Concentrated Load at Center of One Span Figure 28 Continuous Beam – Two Equal Spans – Concentrated Load at Any Point Figure 29 Continuous Beam – Two Equal Spans – Uniformly Distributed Load Figure 30 Continuous Beam – Two Equal Spans – Two Equal Concentrated Loads Symmetrically Placed Figure 31 Continuous Beam – Two Unequal Spans – Uniformly Distributed Load Figure 32 Continuous Beam – Two Unequal Spans – Concentrated Load on Each Span Symmetrically Placed w

R R

V

V

2 2

Shear

Mmax

Moment x

7-36 A a b c x

R1 R2

V1

V2

Shear a + — R1 w

Mmax

Moment wb

7-36 B

Figure 1 Simple Beam – Uniformly Distributed Load

Figure 2 Simple Beam – Uniform Load Partially Distributed

R1 R2

V1

V2Shear x

R1—w1

M max

Moment a b c w2c w1a

7-37 B x

R1 R2

V2

V1

Mmax

Moment

Shear

R1—w a wa

7-37 A

Figure 3 Simple Beam – Uniform Load Partially Distributed at One End

Figure 4 Simple Beam – Uniform Load Partially Distributed at Each End x W

R R

V

VShear

Mmax

Moment

7-38 B

W

R1 R2

V1

V2 Shear

Mmax

Moment x

.57741

7-38 A

Figure 5 Simple Beam – Load Increasing Uniformly to One End

Figure 6 Simple Beam – Load Increasing Uniformly to Center x P a

R1 R2

V1

V2

Shear

M max

Moment b

7-39-b x P

R R

V

V Shear

M max

Moment

7-39 A

Figure 7 Simple Beam – Concentrated Load at Center

Figure 8 Simple Beam – Concentrated Load at Any Point x P a

R1 R2

V1

V2 Shear

M1

Moment

P b

M2

7-40 B x P a

R R

V

Shear

Mmax

Moment

P a

7-40 A

V

Figure 9 Simple Beam – Two Equal Concentrated Loads Symmetrically Placed

Figure 10 Simple Beam – Two Equal Concentrated Loads Unsymmetrically Placed a

R1 R2

V1

V2 Shear

M 1

Moment b

M2

7-41-a x P1 P2

Figure 11 Simple Beam – Two Unequal Concentrated Loads Unsymmetrically Placed

Figure 12 Cantilever Beam – Uniformly Distributed Load x

R

V Shear

Moment w

Mmax

7-41- B a

V Shear

Moment b

Mmax

7-42-b

P

R x

R

V

Shear

Moment

Mmax

P

7-42 A

Figure 13 Cantilever Beam – Concentrated Load at Free End

Figure 14 Cantilever Beam – Concentrated Load at Any Point

R1

R2

V1

V2Shear

M1

M2

3—

7-43 B x P w

R1

7-43 A

R2

V1

V2

Shear

M1

Mmax x

Figure 15 Beam Fixed at One End, Supported at Other – Uniformly Distributed Load

Figure 16 Beam Fixed at One End, Supported at Other – Concentrated Load at Center a b

R1

V2 Shear x

Pa R2

M 1

Moment

R2

V 1

P

M2

7-44 A

Figure 17 Beam Fixed at One End, Supported at Other – Concentrated Load at Any Point

Figure 18 Beam Overhanging One Support – Uniformly Distributed Load x1

Shear

M2

M1

R1

(1– a 2)

Moment

V 3

V 2

(1– a 2)

2 2 x a w( + a)

R2

V1

7-44 B

V2

Mmax x1x a

Moment

Shear

R1 R2

V 1

P

7-45 B

V2

Mmax x1x a wa

Moment

Shear

R1 R2

V1

7-45 A

Figure 19 Beam Overhanging One Support – Uniformly Distributed Load on Overhang

Figure 20 Beam Overhanging One Support – Concentrated Load at End of Overhang

R1 R2 w a b c

V2 V1

V4

V3

Mx1

M2

M1

M3

X1

X

7-46 B x

R1 R2 x1 a b

V1

V2

Mmax

Shear

Moment

7-46 A

Figure 21 Beam Overhanging One Support – Concentrated Load at Any Point Between Supports

Figure 22 Beam Overhanging Both Supports – Unequal Overhangs – Uniformly Distributed Load

V

V

2 2

Shear

Moment

R R

Mmax

PPP

Mmax

7-47 B x

V

V

2 2

Shear

M1

Moment w

R R

Mmax

.2113

7-47 A

Figure 23 Beam Fixed at Both Ends – Uniformly Distributed Load

Figure 24 Beam Fixed at Both Ends – Concentrated Load at Center

Shear

V1

R3R2

M1

V2

Moment

Mmax x

7-48 B

R1

V3 w x

Moment

PPP

V2

Ma

M2

R2

V1

M1

7-48 A

R1

Shear a b

Figure 25 Beam Fixed at Both Ends – Concentrated Load at Any Point

Figure 26 Continuous Beam – Two Equal Spans – Uniform Load on One Span

Shear

V1

R3R2

M1

Moment Mmax

PPP

V3 V2

R1 ba

7-49 B

Shear

V1

R3R2

M1 Moment

PPP

V3

V2

R1

2 2

7-49 A

Mmax

Figure 27 Continuous Beam – Two Equal Spans – Concentrated Load at Center of One Span

Figure 28 Continuous Beam – Two Equal Spans – Concentrated Load at Any Point

7-50 A

R1 R3R2

3�/8

0.4215 0.4215

M1 w w maxΔ

V2

V3

M2

3�/8

V1

V2

V1

R3R2

PPP

V2

R1

PPP

a a a a

Mx x

V2 V3

M1

M2

Figure 29 Continuous Beam – Two Equal Spans – Uniformly Distributed Load

Figure 30 Continuous Beam – Two Equal Spans – Two Equal Concentrated Loads Symmetrically Placed

R1 R3R2 x1

Mx2

M1

V1 V4

V3

V2

1 2

1 2w w x2

Mx1

V1

R3R2

P

V3

R1

P a a b b

Mm1

V4

M1

Mm2

V2

P2P1

Figure 31 Continuous Beam – Two Unequal Spans – Uniformly Distributed Load

Figure 32 Continuous Beam – Two Unequal Spans – Concentrated Load on Each Span Symmetrically Placed

A F & P A®American FAmerican FAmerican FAmerican FAmerican Forest & Porest & Porest & Porest & Porest & Paper Associationaper Associationaper Associationaper Associationaper Association American WAmerican WAmerican WAmerican WAmerican Wood Councilood Councilood Councilood Councilood Council 1111 19th S1111 19th S1111 19th S1111 19th S1111 19th Streetreetreetreetreet, NWt, NWt, NWt, NWt, NW SuitSuitSuitSuitSuite 800e 800e 800e 800e 800 WWWWWashingtashingtashingtashingtashington, DC 20036on, DC 20036on, DC 20036on, DC 20036on, DC 20036 Phone: 202-463-4Phone: 202-463-4Phone: 202-463-4Phone: 202-463-4Phone: 202-463-4777771111133333 FFFFFax: 202-463-2ax: 202-463-2ax: 202-463-2ax: 202-463-2ax: 202-463-2797979797911111 aaaaawwwwwcinfcinfcinfcinfcinfo@afandpa.orgo@afandpa.orgo@afandpa.orgo@afandpa.orgo@afandpa.org wwwwwwwwwwwwwww.a.a.a.a.awwwwwc.orgc.orgc.orgc.orgc.org 11-07