Att. 4 Gilead Bridge Failing Report 250820.pdf

95459-0.0000

Load Rating for

Bog Brook Snowmo, 95459-0.0000

Steel Truss/Timber Stringer/Timber Plank Deck, Trail Bridge

USDA Forest Service – Region 9

White Mountain National Forest – Androscoggin Ranger District

Oxford County, Maine

Prepared by:

U.P. Engineers & Architects, Inc.

100 Portage Street

Houghton, MI 49931

May 7, 2024

UPEA Project Number: U28-03432

95459-0.000

Table of Contents I. Summary

II. Plan Information

III. Inspection Information

IV. Methodology

Appendix A: Visual Analysis Superstructure Modeling/Rating

Appendix B: Ratings and Hand Calculations

Appendix C: Inspection Report

I. Summary

BRIDGE RATING SUMMARY

USFS REGION 9 LOAD RATING REPORT

Forest: WHITE MOUNTAIN Ranger District: ANDROSCOGGIN

Rated By: DARYN CARTER Bridge Name: BOG BROOK SNOWMO

Reviewed By: STEVE WRIGHT, P.E. Bridge Number: 95459-0.000

Firm: UPEA Bridge SN: UNKNOWN

Rating Date: 12/15/2023

SUMMARY OF CONTROLLING RATING

(Rating Factors)

RF

Safe Load

Capacity (tons)

Posting

Load (tons)

Controlling

Member

Location

(span ratio)

Controlling

Effect* (M, V, or A)

H5 0.00

0 --- D.M. 0.5 STR I, At

H10 0.00

0 0 D.M. 0.5 STR I, At

H15 Operating 0.00

0 0 D.M. 0.5 STR I, At

Pedestrian 0.00

--- --- D.M. 0.5 STR I, At T.C. = Top Chord, B.C. = Bottom Chord, STRI = Stringer, INT = Interior, EXT = Exterior, Ac = Axial Compression, M = Bending Moment, D.M. = Diagonal Member, At = Axial Tension

NOTES or COMMENTS:

Existing trail bridge load rating. A snow load of 105 psf was used per USFS request. The bridge was modeled with 0% reduction to the steel trusses, steel floor beams, timber stringers and timber deck.

*Per USFS, groomer load shall not be controlled by the deck, therefore it shall be controlled by the stringers.

Load Rating Engineer: Daryn Carter

Checked By Engineer: Steve Wright, P.E.

Regional Bridge Program Manager: Jeff Dulka, P.E.

Recommended Posting

Bridge closure is recommended due the low rating factors produced by the load rating. Diagonal members in the truss fail when subjected to the required snow loads.

II. Plan Information

This structure, constructed in 2004, consists of two (2) steel thru trusses with six (6) ten-foot sections and a total clear span of 59.2 feet. The top chords are WT9x17.5 and bottom chords are WT8x13, interior vertical members are WT5x13, vertical members at each corner are W8x24, and diagonals are L2x2x3/16 members. Stringers are 4x6 timbers with a 2x8 timber deck all supported by W8x21 floor beams. The deck has a 9.67-foot clear width and 6-foot wide timber wearing surface. See Appendix C: Inspection Report.

III. Inspection Information

The most recent inspection was performed on September 14th, 2023. The existing decking and wearing surface were rated 6’s with light to moderate weathering and wear.

The superstructure was rated a 7 with light surface rust on the weathering steel. The substructure condition was rated as a 7 with no noted issues.

IV. Methodology

The structure was load rated using LRFR in accordance with AASHTO MBE, 3rd Edition, 2018 and was performed using Visual Analysis 22 for the trusses, stringers, and floor beams. Hand calculations were performed for the timber deck.

A 1.0 condition factor is also applied due to the decks current condition.

Timber grades used for construction are unknown, timber grades were assumed to be SYP no 1 for calculations. Steel grades were assumed to be 50 ksi steel based on the apparent age of the structure.

Steel beam G2 in the models are used to run vehicle loads down. They are small members so not to create extra dead loads. The high stresses have been ignored for rating purposes.

ASCE 7 Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-22 Latitude: 44.396002

Risk Category: I Longitude: -70.924182

Soil Class: Default Elevation: 662.9406397738111 ft

(NAVD 88)

Page 1 of 2https://asce7hazardtool.online/ Mon Dec 11 2023 https://asce7hazardtool.online/

Snow

Results:

Ground Snow Load, p : 106 lb/ftg

20-year MRI Value: 65.77 lb/ft^2

Winter Wind Parameter: 0.45

Mapped Elevation: 942.9 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Mon Dec 11 2023

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 74.2 lb/ft

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;

or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.

Page 2 of 2https://asce7hazardtool.online/ Mon Dec 11 2023

Maximum snow load on the bridge per USFS requirements:

3.5' of snow (based on average rail height) x 30 pcf (snow density) = 105 psf snow load

105 psf snow load controls.

https://asce7hazardtool.online/

Figure 1: Visual Analysis 3D Truss View

Figure 2: Visual Analysis Truss Profile

Figure 3: Floor Beam with H15 Loading

Figure 4: Results View with H10 Loading

Appendix A: Visual Analysis Superstructure Modeling/Rating

UP ENGINEERS & ARCHITECTS

Daryn Carter

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Table of Contents Bill of Materials: Members Member Loads, Uniform

Moving Loads Section Properties

Member Design Results Service Load Cases

Bill of Materials: Members Material Section Count Total Length ft Total Volume in^3 Total Weight

K

ASTM A36 L2X2X1/4 14 90.1768 1021.5227 0.2901

ASTM A36 L2X2X3/16 20 157.1214 1361.2997 0.3866

ASTM A500 Grade B (Fy = 46ksi) HSS2X2X.125 6 59.5432 600.1958 0.1705

ASTM A992 Grade 50 W8X21 17 97.6500 7218.2880 2.0500

ASTM A992 Grade 50 W8X24 4 22.6000 1920.0960 0.5453

ASTM A992 Grade 50 WT5X6 12 172.9384 3673.2124 1.0432

ASTM A992 Grade 50 WT5X13 20 56.5000 2583.1800 0.7336

ASTM A992 Grade 50 WT8X13 24 119.0865 5487.5046 1.5585

ASTM A992 Grade 50 WT9X17.5 24 119.0865 7359.5439 2.0901

Total Member Weight = 8.8679 K

Member Loads, Uniform Member Service Case Direction Magnitude Full Length? Start Offset ft End Offset ft Projected? Predefined Load

BmZ001 D Force Y -0.0695 K/ft Yes 0.0000 10.4500 No N.A.

BmZ001 Lr Shear y -0.4286 K/ft Yes 0.0000 10.4500 No N.A.

BmZ001 Snow Force Y -0.5000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ002 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ002 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ002 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ003 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ003 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ003 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ004 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ004 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ004 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ005 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ005 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ005 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ006 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ006 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ006 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ007 D Force Y -0.0510 K/ft Yes 0.0000 10.4500 No N.A.

BmZ007 Lr Shear y -0.4286 K/ft Yes 0.0000 10.4500 No N.A.

Trusses with H5 vehicle loading

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Member Loads, Uniform (continued) Member Service Case Direction Magnitude Full Length? Start Offset ft End Offset ft Projected? Predefined Load

BmZ007 Snow Force Y -0.5000 K/ft Yes 0.0000 10.4500 No N.A.

Moving Loads Name Truck Reversible Members Truck Details

Moving Load Case 1 H5 Yes BmX001, Axle Loads:

0 ft : -2 K 14 ft : -8 K

Moving Load Case 2 H5 Yes BmX050, Axle Loads:

0 ft : -2 K 14 ft : -8 K

Moving Load Case 3 H5 Yes BmX051, Axle Loads:

0 ft : -2 K 14 ft : -8 K

Moving Load Case 4 H5 Yes BmX052, Axle Loads:

0 ft : -2 K 14 ft : -8 K

Moving Load Case 5 H5 Yes BmX053, Axle Loads:

0 ft : -2 K 14 ft : -8 K

Moving Load Case 6 H5 Yes BmX054, Axle Loads:

0 ft : -2 K 14 ft : -8 K

Section Properties Section Source Area in^2 Iz in^4 Iy in^4 J in^4 α deg

HSS2X2X.125 Database Shape 0.8400 0.4860 0.4860 0.7960 0.0000

L2X2X1/4 Database Shape 0.9440 0.5500 0.1420 0.0209 45.0000

L2X2X3/16 Database Shape 0.7220 0.4330 0.1090 0.0092 45.0000

W8X21 Database Shape 6.1600 75.3000 9.7700 0.2820 0.0000

W8X24 Database Shape 7.0800 82.7000 18.3000 0.3460 0.0000

WT5X6 Database Shape 1.7700 4.3500 1.0900 0.0272 0.0000

WT5X13 Database Shape 3.8100 7.8600 7.0500 0.2010 0.0000

WT8X13 Database Shape 3.8400 23.5000 4.7900 0.1300 0.0000

WT9X17.5 Database Shape 5.1500 40.1000 7.6700 0.2520 0.0000

Steel_Beam X_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

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Steel_Beam X_G 1: Results (continued) Steel

Material: ASTM A992 Grade 50 Specification: AISC 360-16 LRFD

Composite Beam?: False Seismic Compactness: Not Ductile

Check Constrained Axis FTB?: False Overstrength?: False

Live Load Reduction: None Disable Checks?: False

Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Beam X_G 1: Torsion Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Tau Ksi

Capacity Tau Ksi

Code Reference

Unity Check

Details

BmX013 WT9X17.5 0.0000 Result Superposition Case 6 Low

Extreme

0.1175 27.0000 H3-8 0.0044

Tr = -0.00581 K-ft, Venant Shear = 0.11748 Ksi

Steel_Beam X_G 1: Combined Check (extreme rows: extreme) Member Section Offset ft Result Case Demand Capacity Code

Reference Unity Check Details

BmX017 WT9X17.5 0.0000 Result Superposition Case 3 Low Extreme 0.1373 1.0000 H1-1b 0.1373

KLz = 5.0028 ft, KLy = 5.0028 ft, KL(torsion) = 5.0028 ft, Lb = 5.0028 ft, Axial Unity = 0.07479, Mz Unity = 0.06383, My Unity = 0.03603, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Beam X_G 1: Axial Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check Details

BmX040 WT9X17.5 0.0000 Result Superposition Case 4 Low Extreme 10.1993 119.7362 E7-1 0.0852

Ae = 4.8843 in^2, KLz = 5.0004 ft, KLy = 5.0004 ft, KL(torsion) = 5.0004 ft, Fcr (E3-2) = 27.238

Ksi, Fe (E4-3) = 34.454 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

Steel_Beam X_G 1: Strong Flexure Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

BmX013 WT9X17.5 0.0000 Result Superposition Case 5 High

Extreme

1.8965 18.6009 F9-18 0.1020

Lb = 4.8827 ft, Fcr = 39.958 Ksi, Cb = 1

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Steel_Beam X_G 1: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

BmX028 WT9X17.5 5.0004 Result Superposition Case 4 High Extreme 0.5627 15.0750 F6-1 0.0373

Steel_Beam X_G 1: Strong Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Vy K

Capacity Vy K

Code Reference

Unity Check

Details

BmX019 WT8X13 4.8827 Result Superposition Case 2 High

Extreme

0.2942 48.9712 G3-1 0.0060

Shear Area = 1.9625 in^2, Cv = 0.9242

Steel_Column_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A36

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Column_G 1: Combined Check (extreme rows: extreme) Membe r Section Offset ft Result Case Deman d Capacity Code Reference Unity

Check Details

COL030 L2X2X3/16 5.6500

Result Superposition Case 2 Low

Extreme

0.0553 1.0000 H2-1 principal 0.0553

KLz = 5.65 ft, KLy = 5.65 ft, KL(torsion) = 5.65 ft, Lb = 5.65 ft, Axial Unity = 0.01591, Mz Unity = 0, My Unity = 0.03937, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Column_G 1: Axial Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check

Details

COL030 L2X2X3/16 0.0000

Result Superposition Case 2 Low

Extreme

0.0852 5.3568 E3-3 0.0159

KLz = 5.65 ft, KLy = 5.65 ft, KL(torsion) = 5.65 ft, Fcr = 8.2438 Ksi, Fe (E3-4) = 9.4 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

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Steel_Column_G 1: Strong Flexure Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

COL003 L2X2X3/16 5.6500

Result Superposition Case 5 Low

Extreme -0.0283 0.9498 F10-2 0.0298

Lb = 5.65 ft, Mcr (F10-4) = 2.1148 K-ft, Cb = 1

Steel_Column_G 1: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

COL030 L2X2X3/16 5.6500 Result Superposition Case 2 Low Extreme -0.0220 0.5596 F10-1 0.0394

Steel_Column_G 1: Shear Angle Y Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand V geo Y K

Capacity V geo Y

K

Code Reference

Unity Check

Details

COL003 L2X2X3/16 5.6500

Result Superposition Case 5 Low

Extreme

0.0068 7.3094 G3-1 0.0009

Shear Area = 0.376 in^2, Cv = 1

Steel_Column_G 1: Shear Angle X Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand V geo X K

Capacity V geo X

K

Code Reference

Unity Check

Details

COL032 L2X2X3/16 5.6500

Result Superposition Case 2 High

Extreme

0.0064 7.3094 G3-1 0.0009

Shear Area = 0.376 in^2, Cv = 1

Steel_V Brace_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A36

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

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Steel_V Brace_G 1: Combined Check (extreme rows: extreme) Memb er Section Offset ft Result Case Deman d Capacity Code Reference Unity

Check Details

V008 L2X2X1/4 11.4272 Result Superposition Case 5 Low

Extreme

1.5227 1.0000 H2-1 principal 1.5227

KLz = 11.427 ft, KLy = 11.427 ft, KL(torsion) = 11.427 ft, Lb = 11.427 ft, Axial Unity = 1.4918, Mz Unity = 0.02285, My Unity = 0.00804, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_V Brace_G 1: Axial Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check Details

V006 L2X2X1/4 0.0000 Result Superposition Case 2 Low Extreme 2.5451 1.7060 E3-3 1.4918

KLz = 11.427 ft, KLy =

11.427 ft, KL(torsion) = 11.427 ft, Fcr = 2.008 Ksi, Fe (E3-4) = 2.2897 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

Steel_V Brace_G 1: Strong Flexure Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

V009 L2X2X3/16 0.0000 Result Superposition Case 2 Low

Extreme -0.0361 0.6976 F10-2 0.0517

Lb = 11.004 ft, Mcr (F10-4) = 1.0858 K-ft, Cb = 1

Steel_V Brace_G 1: Weak Flexure Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code Reference Unity Check Detai ls

V007 L2X2X3/16 0.0000 Result Superposition Case 6 High Extreme 0.0092 0.5596 F10-1 0.0164

Steel_V Brace_G 1: Shear Angle X Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand V geo X K

Capacity V geo X

K

Code Reference

Unity Check

Details

V001 L2X2X3/16 11.0042 Result Superposition Case 6 High

Extreme

0.0043 7.3094 G3-1 0.0006

Shear Area = 0.376 in^2, Cv = 1

Steel_Column_G 2: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False

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Steel_Column_G 2: Results (continued) Steel

Material: ASTM A992 Grade 50 Specification: AISC 360-16 LRFD

Composite Beam?: False Seismic Compactness: Not Ductile

Check Constrained Axis FTB?: False Overstrength?: False

Live Load Reduction: None Disable Checks?: False

Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Column_G 2: Torsion Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Tau Ksi

Capacity Tau Ksi

Code Reference

Unity Check

Details

COL009 W8X24 1.5320

Result Superposition Case 6 High

Extreme

0.1082 27.0000 H3-8 0.0040

Tr = 0.0078 K-ft, Venant Shear = 0.10823 Ksi

Steel_Column_G 2: Combined Check (extreme rows: extreme) Member Section Offset ft Result Case Demand Capacity Code

Reference Unity Check Details

COL001 W8X24 4.3063 Result Superposition Case 1 Low Extreme 0.2410 1.0000 H1-1b 0.2410

KLz = 5.65 ft, KLy = 4.9272 ft, KL(torsion) = 5.65 ft, Lb = 5.65 ft, Axial Unity = 0.01394, Mz Unity = 0.00711, My Unity = 0.2269, Kz = 1, Ky = 0.87207, K(torsion) = 1, Cb = 1

Steel_Column_G 2: Axial Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check

Details

COL008 W8X24 4.3063

Result Superposition Case 1 Low

Extreme

3.9963 286.6708 E3-2 0.0139

KLz = 5.65 ft, KLy = 4.9272 ft, KL(torsion) = 5.65 ft, Fcr = 44.989 Ksi, Fe (E4-2) = 198.17 Ksi, Kz = 1, Ky = 0.87207, K(torsion) = 1

Steel_Column_G 2: Strong Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

COL008 W8X24 0.0000

Result Superposition Case 2 High

Extreme

1.9072 86.6250 F2-1 0.0220 Lb = 5.65 ft, Cb = 1

Steel_Column_G 2: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

COL001 W8X24 4.3063 Result Superposition Case 1 Low Extreme -7.2919 32.1375 F6-1 0.2269

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Steel_Column_G 2: Weak Shear Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Vz K

Capacity Vz K

Code Reference

Unity Check

Details

COL008 W8X24 5.6500

Result Superposition Case 1 Low

Extreme -7.3526 140.4000 G6-1 0.0524 Shear Area = 5.2 in^2, Cv = 1

Steel_Beam Z_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A992 Grade 50

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Beam Z_G 1: Errors and Warnings Member Section Issues

BmZ001 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

BmZ002 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

BmZ003 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

BmZ004 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

BmZ005 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

BmZ006 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

BmZ007 W8X21 Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

Steel_Beam Z_G 1: Combined Torsion Check (extreme rows: extreme) Me mbe r

Sect ion

Offs et ft

Result Case De man d

Capa city

Code Reference

Unity Check

Details

BmZ

W8X

5.22

Result Superposition Case 6 High Extreme

0.94

1.000

H3-7 and H3-8

0.942

Tr = 1.264 K-ft, Torsion Shear Stress Unity = 0.79685, Axial Unity = 0, Bending Unity = 0.20775, Flexural Shear Unity = 0.06041 Warning = Warping stresses are neglected in this check. To consider warping, use a cross-section with Cw defined and turn on the design parameter override for Advanced Torsion.

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Steel_Beam Z_G 1: Combined Check (extreme rows: extreme) Member Section Offset ft Result Case Demand Capacity Code

Reference Unity Check Details

BmZ002 W8X21 5.2250 Result Superposition Case 1 High

Extreme

0.2782 1.0000 H1-1b 0.2782

KLz = 10.45 ft, KLy = 10.45 ft, KL(torsion) = 10.45 ft, Lb = 10.45 ft, Axial Unity = 0, Mz Unity = 0.27268, My Unity = 0.00552, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Beam Z_G 1: Axial Check (extreme rows: extreme) Member Section Offset ft Result Case Demand Fx

K Capacity Fx

K Code

Reference Unity Check Details

BmZ001 W8X21 0.0000 Result Superposition Case 1 Low Extreme 7.3416 134.2630 E3-2 0.0547

KLz = 10.45 ft, KLy = 10.45 ft, KL(torsion) =

10.45 ft, Fcr = 24.218 Ksi, Fe (E3-4) =

28.868 Ksi, Kz =

1, Ky = 1, K

(torsion) = 1

Steel_Beam Z_G 1: Strong Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

BmZ002 W8X21 5.2250 Result Superposition Case 1 High

Extreme

16.2942 59.7553 F2-2 0.2727

Lp = 4.4484 ft, Lr = 14.755 ft, Lb = 10.45 ft, Cb = 1

Steel_Beam Z_G 1: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

BmZ002 W8X21 5.2250 Result Superposition Case 1 High Extreme 0.1178 21.3375 F6-1 0.0055

Steel_Beam Z_G 1: Strong Shear Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Vy K

Capacity Vy K

Code Reference

Unity Check

Details

BmZ001 W8X21 5.2250 Result Superposition Case 1 High

Extreme

3.9986 62.1000 G2-1 0.0644

Shear Area = 2.07 in^2, Cv = 1, h/tw = 27.52

Steel_Beam Z_G 1: Torsion Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Tau Ksi

Capacity Tau Ksi

Code Reference

Unity Check

Details

BmZ008 W8X21 0.0000 Result Superposition Case 5 High

Extreme

0.0458 27.0000 H3-8 0.0017

Tr = 0.00269 K-ft, Venant Shear = 0.04581 Ksi

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Steel_V Brace_G 2: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A36

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_V Brace_G 2: Combined Check (extreme rows: extreme) Memb er Section Offset ft Result Case Deman d Capacity Code Reference Unity

Check Details

V015 L2X2X1/4 4.4468 Result Superposition Case 4 Low

Extreme

0.0425 1.0000 H2-1 principal 0.0425

KLz = 4.4468 ft, KLy = 4.4468 ft, KL(torsion) = 4.4468 ft, Lb = 4.4468 ft, Axial Unity = 0.03223, Mz Unity = 0.0066, My Unity = 0.00369, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_V Brace_G 2: Axial Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check

Details

V020 L2X2X1/4 0.0000 Result Superposition Case 4 Low

Extreme

0.3631 11.2660 E3-3 0.0322

KLz = 4.4468 ft, KLy = 4.4468 ft, KL(torsion) = 4.4468 ft, Fcr = 13.26 Ksi, Fe (E3-4) = 15.12 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

Steel_V Brace_G 2: Strong Flexure Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

V022 L2X2X1/4 4.4468 Result Superposition Case 6 High

Extreme

0.0139 1.4016 F10-2 0.0099

Lb = 4.4468 ft, Mcr (F10-4) = 4.6635 K-ft, Cb = 1

Steel_V Brace_G 2: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code Reference Unity Check Detai ls

V018 L2X2X1/4 4.4468 Result Superposition Case 1 Low Extreme -0.0045 0.6971 F10-1 0.0064

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Steel_V Brace_G 2: Shear Angle X Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand V geo X K

Capacity V geo X

K

Code Reference

Unity Check

Details

V017 L2X2X1/4 4.4468 Result Superposition Case 4 High

Extreme

0.0029 9.7200 G3-1 0.0003

Shear Area = 0.5 in^2, Cv =

Steel_H Brace_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A992 Grade 50

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_H Brace_G 1: Combined Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand Capacity Code

Reference Unity Check Details

H005 WT5X6 0.0000 Result Superposition Case 3 Low Extreme 0.0901 1.0000 H1-1b 0.0901

KLz = 14.464 ft, KLy = 14.464 ft, KL(torsion) = 14.464 ft, Lb = 14.464 ft, Axial Unity = 0.08031, Mz Unity = 0.04201, My Unity = 0.00795, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_H Brace_G 1: Axial Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check Details

H002 WT5X6 7.3897

Result Superposition Case 4 Low

Extreme

0.9928 10.1550 E3-3 0.0978

KLz = 12.473 ft, KLy = 12.473 ft, KL(torsion) = 14.303 ft, Fcr = 6.3748 Ksi, Fe (E4-3) = 7.2689 Ksi, Kz = 0.87207, Ky = 0.87207, K(torsion) = 1

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Steel_H Brace_G 1: Strong Flexure Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check Details

H008 WT5X6 0.0000

Result Superposition Case 2 High

Extreme

0.1237 2.8108 F9-13 0.0440

Lb = 14.464 ft, Mcr (F9-10) = 3.1232 K-ft, B (F9-12) = -0.41438, Cb = 1

Steel_H Brace_G 1: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

H007 WT5X6 7.2322 Result Superposition Case 2 High Extreme 0.0325 3.2251 F6-2 0.0101

Steel_H Brace_G 1: Strong Shear Check (extreme rows: extreme) Memb er Section Offset ft Result Case Demand

Vy K

Capacity Vy K

Code Reference

Unity Check Details

H005 WT5X6 14.4643

Result Superposition Case 4 High

Extreme

0.0161 25.3422 G3-1 0.0006

Shear Area = 0.9386 in^2, Cv = 1

Steel_Column_G 3: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A992 Grade 50

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Column_G 3: Torsion Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Tau Ksi

Capacity Tau Ksi

Code Reference

Unity Check

Details

COL022 WT5X13 0.0000

Result Superposition Case 3 Low

Extreme

0.1585 27.0000 H3-8 0.0059

Tr = -0.00603 K-ft, Venant Shear = 0.15847 Ksi

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Steel_Column_G 3: Combined Check (extreme rows: extreme) Member Section Offset ft Result Case Demand Capacity Code

Reference Unity Check Details

COL014 WT5X13 1.3900

Result Superposition Case 6 High

Extreme

0.3566 1.0000 H1-1b 0.3566

KLz = 5.101 ft, KLy = 5.101 ft, KL(torsion) = 5.101 ft, Lb = 5.101 ft, Axial Unity = 0, Mz Unity = 0.07275, My Unity = 0.28387, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Column_G 3: Axial Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check Details

COL012 WT5X13 0.0000

Result Superposition Case 4 Low

Extreme

3.4387 138.0450 E3-2 0.0249

KLz = 5.101 ft, KLy = 5.101 ft, KL(torsion) = 5.101 ft, Fcr = 40.258 Ksi, Fe (E4-3) = 96.568 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

Steel_Column_G 3: Strong Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

COL016 WT5X13 0.5490

Result Superposition Case 2 Low

Extreme -0.9928 7.1677 F9-13 0.1385

Lb = 0.549 ft, Mcr (F9-10) = 39.742 K-ft, B (F9-12) = -10.69, Cb = 1

Steel_Column_G 3: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

COL010 WT5X13 1.3900 Result Superposition Case 6 Low Extreme -3.9945 14.0625 F6-1 0.2840

Steel_Column_G 3: Weak Shear Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Vz K

Capacity Vz K

Code Reference

Unity Check

Details

COL010 WT5X13 1.3900

Result Superposition Case 6 Low

Extreme -2.7717 68.5476 G6-1 0.0404

Shear Area = 2.5388 in^2, Cv = 1

Steel_Column_G 3: Strong Shear Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Vy K

Capacity Vy K

Code Reference

Unity Check

Details

COL016 WT5X13 0.5490

Result Superposition Case 2 Low

Extreme -0.4050 36.2934 G3-1 0.0112

Shear Area = 1.3442 in^2, Cv = 1

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Steel_Beam X_G 2: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A500 Grade B (Fy = 46ksi)

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Beam X_G 2: Combined Check (extreme rows: extreme) Member Section Offset ft Result Case Deman d Capacity Code

Reference Unity Check

Details

BmX001 HSS2X2X.125 4.5572 Result Superposition Case 1 High

Extreme

7.1448 1.0000 H1-1b 7.1448

KLz = 9.7654 ft, KLy = 9.7654 ft, KL(torsion) = 9.7654 ft, Lb = 9.7654 ft, Axial Unity = 0.00679, Mz Unity = 7.1414, My Unity = 0, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Beam X_G 2: Axial Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check

Details

BmX001 HSS2X2X.125 0.0000 Result Superposition Case 1 Low

Extreme

0.4286 7.9953 E3-3 0.0536

KLz = 9.7654 ft, KLy = 9.7654 ft, KL(torsion) = 9.7654 ft, Fcr = 10.576 Ksi, Fe (E3-4) = 12.059 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

Steel_Beam X_G 2: Strong Flexure Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

BmX001 HSS2X2X.125 4.5572 Result Superposition Case 1 High

Extreme

14.3885 2.0148 F7-1 7.1414 Lb = 9.7654 ft, Cb = 1

Steel_Beam X_G 2: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

BmX053 HSS2X2X.125 0.0000 Result Superposition Case 5 High Extreme 0.0000 2.0148 F7-1 0.0000

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Steel_Beam X_G 2: Strong Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Vy K

Capacity Vy K

Code Reference

Unity Check

Details

BmX052 HSS2X2X.125 0.0000 Result Superposition Case 4 High

Extreme

7.9914 9.5203 G4-1 0.8394

Shear Area = 0.38326 in^2, Cv = 1

Service Load Cases Name Source SelfWeight Loads Pattern

D Dead Loads Vertical Direction 7 0

Lr Roof Loads Exclude 7 0

Snow Snow Loads Exclude 7 0

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Table of Contents Bill of Materials: Members Member Loads, Uniform

Moving Loads Section Properties

Member Design Results Service Load Cases

Bill of Materials: Members Material Section Count Total Length ft Total Volume in^3 Total Weight

K

ASTM A992 Grade 50 W8X21 1 9.6700 714.8064 0.2030

Total Member Weight = 0.20301 K

Member Loads, Uniform Member Service Case Direction Magnitude Full Length? Start Offset ft End Offset ft Projected? Predefined Load

BmX001 D Shear y -0.1020 K/ft Yes 0.0000 9.6700 No N.A.

BmX001 Lr Shear y -0.8571 K/ft Yes 0.0000 9.6700 No N.A.

BmX001 S Shear y -1.0000 K/ft Yes 0.0000 9.6700 No N.A.

Moving Loads Name Truck Reversible Members Truck Details

H5 Rear Axle H5 Rear Axle Yes BmX001, Axle Loads:

0 ft : -4 K 6 ft : -4 K

H10 Rear Axle H10 Rear Axle Yes BmX001, Axle Loads:

0 ft : -8 K 6 ft : -8 K

H15 Rear Axle H15 rear Axle Yes BmX001, Axle Loads:

0 ft : -12 K 6 ft : -12 K

Section Properties Section Source Area in^2 Iz in^4 Iy in^4 J in^4 α deg

W8X21 Database Shape 6.1600 75.3000 9.7700 0.2820 0.0000

Steel_Beam X_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Floor Beam with H5 vehicle loading

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Steel_Beam X_G 1: Results (continued) Steel

Material: ASTM A992 Grade 50 Specification: AISC 360-16 LRFD

Composite Beam?: False Seismic Compactness: Not Ductile

Check Constrained Axis FTB?: False Overstrength?: False

Live Load Reduction: None Disable Checks?: False

Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Beam X_G 1: Strong Flexure Check (extreme rows: max) Member Section Offset ft Result Case Demand Mz

K-ft Capacity Mz

K-ft Code

Reference Unity Check Details

BmX001 W8X21 5.1573 H15 rear High Extreme 28.6756 61.9316 F2-2 0.4630 Lp = 4.4484 ft, Lr = 14.755 ft, Lb = 9.67 ft, Cb = 1

Steel_Beam X_G 1: Strong Shear Check (extreme rows: max) Member Section Offset ft Result Case Demand Vy

K Capacity Vy

K Code

Reference Unity Check Details

BmX001 W8X21 0.0000 H15 rear High Extreme 16.3910 62.1000 G2-1 0.2639 Shear Area = 2.07 in^2, Cv = 1, h/tw = 27.52

Service Load Cases Name Source SelfWeight Loads Pattern

D Dead Loads Vertical Direction 1 0

Lr Roof Loads Exclude 1 0

S Snow Loads Exclude 1 0

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Table of Contents Bill of Materials: Members Member Loads, Uniform

Moving Loads Section Properties

Member Design Results Service Load Cases

Bill of Materials: Members Material Section Count Total Length ft Total Volume in^3 Total Weight

K

ASTM A36 L2X2X1/4 14 90.1768 1021.5227 0.2901

ASTM A36 L2X2X3/16 20 157.1214 1361.2997 0.3866

ASTM A500 Grade B (Fy = 46ksi) HSS2X2X.125 6 59.5432 600.1958 0.1705

ASTM A992 Grade 50 W8X21 17 97.6500 7218.2880 2.0500

ASTM A992 Grade 50 W8X24 4 22.6000 1920.0960 0.5453

ASTM A992 Grade 50 WT5X6 12 172.9384 3673.2124 1.0432

ASTM A992 Grade 50 WT5X13 20 56.5000 2583.1800 0.7336

ASTM A992 Grade 50 WT8X13 24 119.0865 5487.5046 1.5585

ASTM A992 Grade 50 WT9X17.5 24 119.0865 7359.5439 2.0901

Total Member Weight = 8.8679 K

Member Loads, Uniform Member Service Case Direction Magnitude Full Length? Start Offset ft End Offset ft Projected? Predefined Load

BmZ001 D Force Y -0.0695 K/ft Yes 0.0000 10.4500 No N.A.

BmZ001 Lr Shear y -0.4286 K/ft Yes 0.0000 10.4500 No N.A.

BmZ001 Snow Force Y -0.5000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ002 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ002 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ002 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ003 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ003 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ003 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ004 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ004 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ004 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ005 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ005 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ005 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ006 D Force Y -0.1020 K/ft Yes 0.0000 10.4500 No N.A.

BmZ006 Lr Shear y -0.8571 K/ft Yes 0.0000 10.4500 No N.A.

BmZ006 Snow Force Y -1.0000 K/ft Yes 0.0000 10.4500 No N.A.

BmZ007 D Force Y -0.0510 K/ft Yes 0.0000 10.4500 No N.A.

BmZ007 Lr Shear y -0.4286 K/ft Yes 0.0000 10.4500 No N.A.

Trusses with H10 vehicle loading

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Member Loads, Uniform (continued) Member Service Case Direction Magnitude Full Length? Start Offset ft End Offset ft Projected? Predefined Load

BmZ007 Snow Force Y -0.5000 K/ft Yes 0.0000 10.4500 No N.A.

Moving Loads Name Truck Reversible Members Truck Details

Moving Load Case 1 H10 Yes BmX001, Axle Loads:

0 ft : -4 K

14 ft : -16 K

Moving Load Case 2 H10 Yes BmX050, Axle Loads:

0 ft : -4 K

14 ft : -16 K

Moving Load Case 3 H10 Yes BmX051, Axle Loads:

0 ft : -4 K

14 ft : -16 K

Moving Load Case 4 H10 Yes BmX052, Axle Loads:

0 ft : -4 K

14 ft : -16 K

Moving Load Case 5 H10 Yes BmX053, Axle Loads:

0 ft : -4 K

14 ft : -16 K

Moving Load Case 6 H10 Yes BmX054, Axle Loads:

0 ft : -4 K

14 ft : -16 K

Section Properties Section Source Area in^2 Iz in^4 Iy in^4 J in^4 α deg

HSS2X2X.125 Database Shape 0.8400 0.4860 0.4860 0.7960 0.0000

L2X2X1/4 Database Shape 0.9440 0.5500 0.1420 0.0209 45.0000

L2X2X3/16 Database Shape 0.7220 0.4330 0.1090 0.0092 45.0000

W8X21 Database Shape 6.1600 75.3000 9.7700 0.2820 0.0000

W8X24 Database Shape 7.0800 82.7000 18.3000 0.3460 0.0000

WT5X6 Database Shape 1.7700 4.3500 1.0900 0.0272 0.0000

WT5X13 Database Shape 3.8100 7.8600 7.0500 0.2010 0.0000

WT8X13 Database Shape 3.8400 23.5000 4.7900 0.1300 0.0000

WT9X17.5 Database Shape 5.1500 40.1000 7.6700 0.2520 0.0000

Steel_Beam X_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False

Y:\...\BRIDGE 1 _ BOG BROOK SNOWMO\Load Rating\Bog Brook VA Model with Camber H10.vap Tuesday, February 20, 2024 2:22 PM

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Steel_Beam X_G 1: Results (continued) Steel

Material: ASTM A992 Grade 50 Specification: AISC 360-16 LRFD

Composite Beam?: False Seismic Compactness: Not Ductile

Check Constrained Axis FTB?: False Overstrength?: False

Live Load Reduction: None Disable Checks?: False

Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Beam X_G 1: Torsion Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Tau Ksi

Capacity Tau Ksi

Code Reference

Unity Check

Details

BmX013 WT9X17.5 0.0000 Result Superposition Case 6 Low

Extreme

0.2350 27.0000 H3-8 0.0087

Tr = -0.01161 K-ft, Venant Shear = 0.23497 Ksi

Steel_Beam X_G 1: Combined Check (extreme rows: extreme) Member Section Offset ft Result Case Demand Capacity Code

Reference Unity Check Details

BmX017 WT9X17.5 0.0000 Result Superposition Case 3 Low Extreme 0.2745 1.0000 H1-1b 0.2745

KLz = 5.0028 ft, KLy = 5.0028 ft, KL(torsion) = 5.0028 ft, Lb = 5.0028 ft, Axial Unity = 0.14958, Mz Unity = 0.12766, My Unity = 0.07206, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Beam X_G 1: Axial Check (extreme rows: extreme) Member Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check Details

BmX040 WT9X17.5 0.0000 Result Superposition Case 4 Low Extreme 20.3987 119.7362 E7-1 0.1704

Ae = 4.8843 in^2, KLz = 5.0004 ft, KLy = 5.0004 ft, KL(torsion) = 5.0004 ft, Fcr (E3-2) = 27.238

Ksi, Fe (E4-3) = 34.454 Ksi, Kz = 1, Ky = 1, K(torsion) = 1

Steel_Beam X_G 1: Strong Flexure Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

BmX013 WT9X17.5 0.0000 Result Superposition Case 5 High

Extreme

3.7930 18.6009 F9-18 0.2039

Lb = 4.8827 ft, Fcr = 39.958 Ksi, Y:\...\BRIDGE 1 _ BOG BROOK SNOWMO\Load Rating\Bog Brook VA Model with Camber H10.vap Tuesday, February 20, 2024 2:22 PM

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Steel_Beam X_G 1: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

BmX028 WT9X17.5 5.0004 Result Superposition Case 4 High Extreme 1.1253 15.0750 F6-1 0.0746

Steel_Beam X_G 1: Strong Shear Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Vy K

Capacity Vy K

Code Reference

Unity Check

Details

BmX019 WT8X13 4.8827 Result Superposition Case 2 High

Extreme

0.5884 48.9712 G3-1 0.0120

Shear Area = 1.9625 in^2, Cv = 0.9242

Steel_Column_G 1: Results

Deflections Strong (dy): None Weak (dz): None

Axial Manual Kz: False

Kz Sidesway?: False Manual Ky: False

Ky Sidesway?: False

Size Constraints Limit Depth?: False Limit Width?: False

Overrides Override Fy?: False Override Cb?: False

Override HSS t_des?: False Advanced Torsion: False

Steel Material: ASTM A36

Specification: AISC 360-16 LRFD Composite Beam?: False

Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False

Overstrength?: False Live Load Reduction: None

Disable Checks?: False Check Level: Each Limit State

Bracing Lateral Top (+y): Unbraced

Lateral Bottom (-y): Unbraced Strong (z): Unbraced

Torsional Bracing Lateral Top (+y): True

Lateral Bottom (-y): True Strong (z): True

Steel_Column_G 1: Combined Check (extreme rows: extreme) Membe r Section Offset ft Result Case Deman d Capacity Code Reference Unity

Check Details

COL030 L2X2X3/16 5.6500

Result Superposition Case 2 Low

Extreme

0.1106 1.0000 H2-1 principal 0.1106

KLz = 5.65 ft, KLy = 5.65 ft, KL(torsion) = 5.65 ft, Lb = 5.65 ft, Axial Unity = 0.03183, Mz Unity = 0, My Unity = 0.07874, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1

Steel_Column_G 1: Axial Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Fx K

Capacity Fx K

Code Reference

Unity Check

Details

COL030 L2X2X3/16 0.0000

Result Superposition Case 2 Low

Extreme

0.1705 5.3568 E3-3 0.0318

KLz = 5.65 ft, KLy = 5.65 ft, KL(torsion) = 5.65 ft, Fcr = 8.2438 Ksi, Fe (E3-4) = 9.4 Ksi, Kz = 1, Y:\...\BRIDGE 1 _ BOG BROOK SNOWMO\Load Rating\Bog Brook VA Model with Camber H10.vap Tuesday, February 20, 2024 2:22 PM

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Steel_Column_G 1: Strong Flexure Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand

Mz K-ft

Capacity Mz K-ft

Code Reference

Unity Check

Details

COL003 L2X2X3/16 5.6500

Result Superposition Case 5 Low

Extreme -0.0566 0.9498 F10-2 0.0596

Lb = 5.65 ft, Mcr (F10-4) = 2.1148 K-ft, Cb = 1

Steel_Column_G 1: Weak Flexure Check (extreme rows: extreme) Member Section Offset ft Result Case Demand My

K-ft Capacity My

K-ft Code

Reference Unity Check Detai ls

COL030 L2X2X3/16 5.6500 Result Superposition Case 2 Low Extreme -0.0441 0.5596 F10-1 0.0787

Steel_Column_G 1: Shear Angle Y Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand V geo Y K

Capacity V geo Y

K

Code Reference

Unity Check

Details

COL003 L2X2X3/16 5.6500

Result Superposition Case 5 Low

Extreme

0.0136 7.3094 G3-1 0.0019

Shear Area = 0.376 in^2, Cv = 1

Steel_Column_G 1: Shear Angle X Check (extreme rows: extreme) Membe r Section Offset ft Result Case Demand V geo X K

Capacity V geo X

K

Code Reference

Unity Check

Details

COL032 L2X2X3/16 5.6500

Result Superposition Case 2 High

Extreme

0.0128 7.3094 G3-1 0.0017

Shear Area = 0.376 in^2, Cv = 1

Steel_V Brace_G 1: Results

Deflections Strong (dy): None Weak (dz):…