B301 Fall Protection Attachment 5 - Structural Study.pdf

April 9, 2020

Offutt Air Force Base

Attn: Bryan Carrillo

106 Peacekeeper Drive

Omaha, NE 68113 bryan.carrillo.1@us.af.mil

RE: KPE Project 477-001 Offutt Air Force Base – Fall Protection Analysis

In accordance with your request, KPE performed an engineering evaluation and structural analysis of existing structural steel framing supporting new fall protection system. This report summarizes the determinations from the evaluation.

BACKGROUND INFORMATION

The original building was constructed in the 1940’s and the structure has not been significantly modified in the areas of analysis. An assessment has been requested to determine if the existing roof framing can be used to support loading from new fall protections system.

Information and requirements provided in email by Offutt AFB:

1. Review structural member “P3” on the original building drawings for fall protection system loading at midspan of beam. Originally building drawings are provided as enclosure 1.

Location of “P3” is highlight on page 5 of enclosure 1. “P3” is designated on drawings as

“12” I @25”.

2. Review structural member “B2” on the original building drawings for fall protection system loading at 4’-2” from end of beam closest to the middle of truss. Originally building drawings are provided as enclosure 1. Location of “B2” is highlight on page 7 of enclosure

1. “B2” is designated on drawings as “8” I 19”.

3. Assumptions include the following:

a. Weight of person is 310 lbs

b. Dead weight of fall protection equipment is 13.5 lbs

c. Freefall distance is 2 ft, stop time is instantaneous (for calculations purposes)

d. Zero deformation at the anchorage connection to the structural member.

4. Requirements

a. Does the structural member have sufficient strength to withstand twice the potential impact energy without deformation at nearby structural connections?

b. Can the structural member survive a static load of 5,000 pounds? If so, how much deflection is anticipated?

SCOPE OF INVESTIGATION

In addition to the information provided Offutt AFB, the analysis and calculations of existing construction takes into consideration the following items:

1016 Leavenworth Street

Omaha, NE 68102

402-291-1444

ASSESSMENT REPORT www.kpe-inc.com

KPE for: Offutt AFB April 9, 2020 Page 2 of 3

1. Existing beam “P3” as indicated on the originally drawings enclosure 1 spans between existing steel roof trusses and supports existing roof deck.

2. Existing beam “B2” as indicated on the originally drawings enclosure 1 is part of steel roof truss and supports additional roof framing beams.

3. Loading for building loads were determined in accordance with the ASCE 7-10. The design impact load from the fall protection system to existing framing was 5000 lbs. Analysis of the steel framing was performed in accordance with AISC 360.

4. Assumptions of analysis include:

a. The 5000 lb static load is the rated load at which the fall protection system will fail.

If actually impact load exceeds the rated load the system will fail, and structure will not be subjected to this loading.

SUMMARY OF RESULTS

Structural analysis and design determined the following:

In Background information item from Offutt AFB number 4 indicates 2 requirements.

Response from KPE are noted as follows:

a. Does the structural member have sufficient strength to withstand twice the potential impact energy without deformation at nearby structural connections?

KPE Response: Evaluation of the existing member is based on the fall protection rated load value of 5000 lb. Potential impact energy is included in the testing for the rating of the fall protection loads. Some deformation to the existing structure will occur with out local reinforcing of the existing members. The local reinforcing includes steel plate stiffeners field welded to the existing support beams “P3” and ”B2” at fall protection connection and the truss top chords at beam “P3” end bearing. Reference enclosure

2 for reinforcing details.

b. Can the structural member survive a static load of 5,000 pounds? If so, how much deflection is anticipated?

KPE Response: Both beams “P3” and “B2” as shown in enclosure 1 are adequate to support the fall protection system. Refer to question above for localized reinforcing required. Deflections due to static load of 5000 lb for beam “P3” = 0.48 inches and for beam “B2” = 0.24 inches. Both deflections are at or near load point.

CLOSING STATEMENTS

KPE has not collected any artifacts from the project site. Concluding opinions drawn in this report are based on observations and information available, known and declared at the date of assessment and/or the time of preparation of this report. If you have any questions about the concluding opinions contained in this report, please feel free to call. Our services were performed using the degree of engineering skill normally exercised by practicing consulting engineers in this and similar locales.

KPE reserves the right to amend and/or modify this report if new and/or significant data becomes available impacting upon the situation and parameters of this assessment. You are advised to notify KPE immediately whenever new and/or significant data becomes available.

KPE for: Offutt AFB April 9, 2020 Page 3 of 3

This report is furnished as privileged and confidential to addressee. Release to any other company, concern, or individual, is solely the responsibility of the addressee. The assessment was conducted by Sam Ucman, S.E.

Respectfully submitted by:

KPE–Engineers, Architects, Forensic Experts

Joshua M Pearce, S.E.

Structural Engineer

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ENCLOSURE 1 - ORIGINAL BUILDING DRAWINGS

1173467199C Highlight

1173467199C Highlight

1173467199C Callout P3

1173467199C Pencil

1173467199C Pencil

1173467199C Callout 4'2"

EXISTING BEAM "P3" AT NEW

FALL PROTECTION

TOP CHORD OF EXISTING

TRUSS

STIFFENER PL5/16x2 1/2x2

1/2 AT EA END OF BEAM

BEARING ASTM A36 STEEL

TRUSS WEB MEMBER

BEARING AT EXISTING BEAM "P3"

STIFFENER PLATE AT FALL PROTECTION

CONNECTION (BOTH LOCATIONS)

3/16

3/16

STIFFENER PL5/16x3x3 AT FALL

PROTECTION CONNECTION

ASTM A36 STEEL

3/16

3/16

EXISTING BEAM "P3" OR "B2"

NOTE:

DETAIL APPLIES IF ATTACHMENT IS ONLY TO

ONE FLANGE. IF LOAD IS DISTRIBUTED TO

EA SIDE OF FLANGE PLATE IS OMITTED

1. STRUCTURAL STEEL

1.1 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST

EDITION OF AISC MANUAL OF STEEL CONSTRUCTION.

1.2 STRUCTURAL STEEL SHALL MEET THE FOLLOWING SPECIFICATIONS AND MINIMUM YIELD

STRENGTHS:

MISCELLANEOUS STRUCTURAL SHAPES AND PLATES (ASTM A 36) 36 KSI

1.3 ALL WELDING SHALL MEET THE AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE AND BE PERFORMED BY WELDERS CERTIFIED FOR THE WELD BEING EXECUTED. USE E-70 ELECTRODES FOR

ALL SHOP AND FIELD WELDING.

1.4 ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF RUST INHIBITIVE PAINT. TOUCH UP ALL

UNPAINTED, NICKED AND WELDED AREAS.

ENCLOSURE 2 - REINFORCING SPECIFICATIONS AND DETAILS

NOTE:

REFERENCE REPORT AND

ENCLOSURE 1 FOR ADDITIONAL

INFORMATION ON EXISTING

BEAMS "P3" AND "B2"

Snapshot

KPE – Engineers-Architects-Forensic Experts

1016 Leavenworth Street

Omaha, NE 68102 www.kpe-inc.com

STRUCTURAL CALCULATIONS

FOR

OFFUT AIR FORCE BASE

FALL PROTECTION SYSTEM

EXISTING STRUCTURE ASSESSMENT

KPE Project #477-001

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2x1144=2288lb < 5000lb

Steel Beam KPE Consulting EngineersLic. # : KW-06009544

DESCRIPTION: Existing Beam P3 12" I 25 (load case with impact load)

Software copyright ENERCALC, INC. 1983-2019, Build:12.19.10.31 .

File = H:\477-001\01DESI~1\01ACTI~1\02DATA~1\01STRU~1\02CALC~1\477-001 Offut fall protection.ec6 .

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties

Analysis Method :

ksi

Bending Axis : Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added

Uniform Load : D = 0.2260, S = 0.1840 k/ft, Tributary Width = 1.0 ft

Point Load : L = 5.0 k @ 12.50 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.776 : 1

Load Combination +D+0.750L+0.750S

Span # where maximum occurs Span # 1 Location of maximum on span 12.500ft

6.425 k Mn / Omega : Allowable 66.826 k-ft Vn/Omega : Allowable

W12x26Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750L+0.750S

40.406 k

Section used for this span W12x26 Ma : Applied

Maximum Shear Stress Ratio = 0.159 : 1

0.000 ft

51.875 k-ft Va : Applied

0 <360.0

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.477 in 628Ratio = >=360.

Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.901 in Ratio = >=240.

Max Upward Total Deflection 0.000 in

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 25.00 ft 1 0.264 0.070 17.66 17.66 111.60 66.83 1.00 1.00 2.83 60.61 40.41 +D+L

Dsgn. L = 25.00 ft 1 0.732 0.132 48.91 48.91 111.60 66.83 1.00 1.00 5.33 60.61 40.41 +D+S

Dsgn. L = 25.00 ft 1 0.479 0.127 32.03 32.03 111.60 66.83 1.00 1.00 5.13 60.61 40.41 +D+0.750L

Dsgn. L = 25.00 ft 1 0.615 0.116 41.09 41.09 111.60 66.83 1.00 1.00 4.70 60.61 40.41 +D+0.750L+0.750S

Dsgn. L = 25.00 ft 1 0.776 0.159 51.88 51.88 111.60 66.83 1.00 1.00 6.43 60.61 40.41 +0.60D

Dsgn. L = 25.00 ft 1 0.159 0.042 10.59 10.59 111.60 66.83 1.00 1.00 1.70 60.61 40.41

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+0.750L+0.750S 1 0.9013 12.571 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 6.425 6.425 Overall MINimum 1.695 1.695

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PG 7

DESCRIPTION: Existing Beam P3 12" I 25 (load case with impact load)

Software copyright ENERCALC, INC. 1983-2019, Build:12.19.10.31 .

File = H:\477-001\01DESI~1\01ACTI~1\02DATA~1\01STRU~1\02CALC~1\477-001 Offut fall protection.ec6 .

Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

D Only 2.825 2.825 +D+L 5.325 5.325 +D+S 5.125 5.125 +D+0.750L 4.700 4.700 +D+0.750L+0.750S 6.425 6.425 +0.60D 1.695 1.695 L Only 2.500 2.500 S Only 2.300 2.300

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PG 8

DESCRIPTION: Existing beam B2 8I19 on west side of building with impact

Software copyright ENERCALC, INC. 1983-2019, Build:12.19.10.31 .

File = H:\477-001\01DESI~1\01ACTI~1\02DATA~1\01STRU~1\02CALC~1\477-001 Offut fall protection.ec6 .

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties

Analysis Method :

ksi

Bending Axis : Major Axis Bending Beam bracing is defined as a set spacing over all spans Allowable Strength Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.330 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1

Point Load : D = 4.950, S = 4.590 k @ 6.080 ft

Point Load : D = 4.950, S = 4.590 k @ 14.410 ft

Load(s) for Span Number 2 Point Load : D = 4.950, S = 4.590 k @ 8.330 ft

Point Load : D = 2.470, S = 2.290 k @ 16.660 ft

Point Load : L = 5.0 k @ 12.50 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.946 : 1

Load Combination +D+0.750L+0.750S

Span # where maximum occurs Span # 2 Location of maximum on span 8.330ft

6.796 k Mn / Omega : Allowable 30.539 k-ft Vn/Omega : Allowable

W8x18Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750L+0.750S

26.960 k

Section used for this span W8x18 Ma : Applied

Maximum Shear Stress Ratio = 0.252 : 1

14.410 ft

28.902 k-ft Va : Applied

2,565 >=360

Ratio = 5663 >=240.

Maximum Deflection Max Downward Transient Deflection 0.244 in 820Ratio = >=360 Max Upward Transient Deflection -0.067 in Ratio = Max Downward Total Deflection 0.568 in Ratio = >=240.

Max Upward Total Deflection -0.031 in

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 8.30 ft 1 0.374 0.114 11.43 11.43 51.00 30.54 1.36 1.00 3.06 40.44 26.96 Dsgn. L = 6.11 ft 1 0.459 0.123 4.68 -14.03 14.03 51.00 30.54 2.13 1.00 3.32 40.44 26.96 Dsgn. L = 2.20 ft 2 0.459 0.123 -0.00 -14.03 14.03 51.00 30.54 1.25 1.00 3.32 40.44 26.96 Dsgn. L = 8.33 ft 2 0.445 0.123 13.60 -6.73 13.60 51.00 30.54 1.66 1.00 3.32 40.44 26.96 Dsgn. L = 6.13 ft 2 0.328 0.061 10.01 10.01 51.00 30.54 1.67 1.00 1.63 40.44 26.96

+D+L

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PG 9

DESCRIPTION: Existing beam B2 8I19 on west side of building with impact

Software copyright ENERCALC, INC. 1983-2019, Build:12.19.10.31 .

File = H:\477-001\01DESI~1\01ACTI~1\02DATA~1\01STRU~1\02CALC~1\477-001 Offut fall protection.ec6 .

Project Title:

Engineer:

Project ID:

Project Descr:

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 8.30 ft 1 0.302 0.127 9.23 9.23 51.00 30.54 1.37 1.00 3.42 40.44 26.96 Dsgn. L = 6.11 ft 1 0.631 0.181 1.67 -19.26 19.26 51.00 30.54 1.77 1.00 4.88 40.44 26.96 Dsgn. L = 2.20 ft 2 0.631 0.181 -0.00 -19.26 19.26 51.00 30.54 1.28 1.00 4.88 40.44 26.96 Dsgn. L = 8.33 ft 2 0.700 0.181 21.39 -8.53 21.39 51.00 30.54 1.58 1.00 4.88 40.44 26.96 Dsgn. L = 6.13 ft 2 0.695 0.188 21.23 21.23 51.00 30.54 1.31 1.00 5.07 40.44 26.96

+D+S Dsgn. L = 8.30 ft 1 0.721 0.219 22.02 22.02 51.00 30.54 1.36 1.00 5.90 40.44 26.96 Dsgn. L = 6.11 ft 1 0.885 0.237 9.02 -27.04 27.04 51.00 30.54 2.13 1.00 6.39 40.44 26.96 Dsgn. L = 2.20 ft 2 0.885 0.237 -0.00 -27.04 27.04 51.00 30.54 1.25 1.00 6.39 40.44 26.96 Dsgn. L = 8.33 ft 2 0.858 0.237 26.22 -12.98 26.22 51.00 30.54 1.66 1.00 6.39 40.44 26.96 Dsgn. L = 6.13 ft 2 0.632 0.117 19.30 19.30 51.00 30.54 1.67 1.00 3.15 40.44 26.96

+D+0.750L Dsgn. L = 8.30 ft 1 0.320 0.124 9.78 9.78 51.00 30.54 1.37 1.00 3.33 40.44 26.96 Dsgn. L = 6.11 ft 1 0.588 0.166 2.42 -17.95 17.95 51.00 30.54 1.83 1.00 4.49 40.44 26.96 Dsgn. L = 2.20 ft 2 0.588 0.166 -0.00 -17.95 17.95 51.00 30.54 1.27 1.00 4.49 40.44 26.96 Dsgn. L = 8.33 ft 2 0.637 0.166 19.44 -8.08 19.44 51.00 30.54 1.60 1.00 4.49 40.44 26.96 Dsgn. L = 6.13 ft 2 0.603 0.156 18.43 18.43 51.00 30.54 1.35 1.00 4.21 40.44 26.96

+D+0.750L+0.750S Dsgn. L = 8.30 ft 1 0.580 0.203 17.73 17.73 51.00 30.54 1.37 1.00 5.46 40.44 26.96 Dsgn. L = 6.11 ft 1 0.907 0.252 5.68 -27.71 27.71 51.00 30.54 1.93 1.00 6.80 40.44 26.96 Dsgn. L = 2.20 ft 2 0.907 0.252 -0.00 -27.71 27.71 51.00 30.54 1.27 1.00 6.80 40.44 26.96 Dsgn. L = 8.33 ft 2 0.946 0.252 28.90 -12.76 28.90 51.00 30.54 1.62 1.00 6.80 40.44 26.96 Dsgn. L = 6.13 ft 2 0.831 0.198 25.39 25.39 51.00 30.54 1.43 1.00 5.35 40.44 26.96

+0.60D Dsgn. L = 8.30 ft 1 0.224 0.068 6.86 6.86 51.00 30.54 1.36 1.00 1.84 40.44 26.96 Dsgn. L = 6.11 ft 1 0.276 0.074 2.81 -8.42 8.42 51.00 30.54 2.13 1.00 1.99 40.44 26.96 Dsgn. L = 2.20 ft 2 0.276 0.074 -0.00 -8.42 8.42 51.00 30.54 1.25 1.00 1.99 40.44 26.96 Dsgn. L = 8.33 ft 2 0.267 0.074 8.16 -4.04 8.16 51.00 30.54 1.66 1.00 1.99 40.44 26.96 Dsgn. L = 6.13 ft 2 0.197 0.036 6.01 6.01 51.00 30.54 1.67 1.00 0.98 40.44 26.96

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

L Only+D+S 1 0.2348 5.879 -0.0527 11.355 +D+0.750L+0.750S 2 0.5682 9.330 0.0000 11.355

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 3.639 9.53421.834 Overall MINimum -0.363 2.4621.925 D Only 1.888 4.10311.329 +D+L 1.525 7.54113.254 +D+S 3.639 7.90721.834 +D+0.750L 1.616 6.68112.773 +D+0.750L+0.750S 2.929 9.53420.652 +0.60D 1.133 2.4626.797 L Only -0.363 3.4381.925 S Only 1.751 3.80410.505

Jpearce

PG 10

KPE

JMP

477-001 Offut Air Force Base Fall Pr...

East valley truss at beam P3

SK - 4

Apr 7, 2020 at 1:29 PM

East valley truss existing loading new load com...

N1 N2 N3 N4 N5 N6 N7

N8

N9

N10

N11

N12

N13

N14

N15

N16

N17

N18

N19 N20

N21 N22

M1 M2

M3 M4

M

M

M 7 M

M

M

M

M

M13 M14

M15 M16

M

M

M 19 M

M

M

M

M24M25

-3.33k

-2.71k

-3.33k

-1.67k

-5.41k

-2.71k

-1.67k

-3.33k

-3.33k

Y

XZ

Loads: BLC 1, Dead Envelope Only Solution

Jpearce

PG 11

Company : KPE Apr 7, 2020 1:35 PMDes igner : JMP

Job Number : 477-001 Offut Air Force Base Fall Protection Checked By:_____ Model Name : East valley truss at beam P3

J oint Coordinates and Temperatures Label X [ft] Y [ft] Temp [F]

1 N1 0 0 0 2 N2 8.33 0 0 3 N3 16.66 0 0 4 N4 25 0 0 5 N5 33.33 0 0 6 N6 41.66 0 0 7 N7 50 0 0 8 N8 0 11.83 0 9 N9 8.33 8.16 0 10 N10 16.66 4.5 0 11 N11 8.33 14.75 0 12 N12 16.66 17.66 0 13 N13 25 3.5 0 14 N14 33.33 4.5 0 15 N15 33.33 17.66 0 16 N16 41.66 8.16 0 17 N17 41.66 14.75 0 18 N18 50 11.83 0 19 N19 8.33 8.165 0 20 N20 41.665 8.165 0 21 N21 21.42 0 0 22 N22 28.58 0 0

Member Primary Data Label I J oint J Joint Rotate(deg) Section/Shape Type Des ign List Material Des ign Rules

1 M1 N8 N12 LL3x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 2 M2 N18 N15 180 LL3x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 3 M3 N10 N8 LL3x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 4 M4 N14 N18 LL3x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 5 M5 N10 N12 LL3x2.5x4x6 VBrace Wide Flange A36 Gr.36 Typical 6 M6 N14 N15 LL3x2.5x4x6 VBrace Wide Flange A36 Gr.36 Typical 7 M7 N8 N2 LL3x2.5x5x6 VBrace Wide Flange A36 Gr.36 Typical 8 M8 N18 N6 LL3x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 9 M9 N2 N19 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 10 M10 N19 N11 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 11 M11 N6 N20 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 12 M12 N20 N17 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 13 M13 N2 N10 LL4x3x5x6 HBrace Wide Flange A36 Gr.36 Typical 14 M14 N6 N14 LL4x3x5x6 HBrace Wide Flange A36 Gr.36 Typical 15 M15 N10 N13 LL5x3.5x6x6 Beam Wide Flange A36 Gr.36 Typical 16 M16 N14 N13 LL5x3.5x6x6 Beam Wide Flange A36 Gr.36 Typical 17 M17 N3 N10 LL3.5x2.5x5x6 VBrace Wide Flange A36 Gr.36 Typical 18 M18 N5 N14 LL3.5x2.5x5x6 VBrace Wide Flange A36 Gr.36 Typical 19 M19 N10 N21 LL3.5x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 20 M20 N14 N22 LL3.5x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 21 M21 N4 N13 LL3x3x4x6 VBrace Wide Flange A36 Gr.36 Typical 22 M22 N21 N13 LL4x3x4x6 HBrace Wide Flange A36 Gr.36 Typical 23 M23 N22 N13 LL4x3x4x6 HBrace Wide Flange A36 Gr.36 Typical 24 M24 N1 N7 180 W8X18 Beam Wide Flange A36 Gr.36 Typical

R ISA-2D Version 18.0.0 Page 1 [H:\...\...\...\...\...\...\East valley truss existing loading new load combo with fall protection.r2d]

Jpearce

PG 12

Job Number : 477-001 Offut Air Force Base Fall Protection Checked By:_____ Model Name : East valley truss at beam P3

Member Primary Data (Continued) Label I J oint J Joint Rotate(deg) Section/Shape Type Des ign List Material Des ign Rules

25 M25 N1 N7 270 C10X15.3 Beam Wide Flange A36 Gr.36 Typical

J oint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

1 N8 L Y -3.33 2 N11 L Y -3.33 3 N17 L Y -3.33 4 N18 L Y -3.33 5 N12 L Y -1.67 6 N15 L Y -1.67 7 N10 L Y -2.71 8 N14 L Y -2.71 9 N13 L Y -5.41

J oint Loads and Enforced Displacements (BLC 2 : Snow) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

1 N8 L Y -4 2 N11 L Y -4 3 N17 L Y -4 4 N18 L Y -4 5 N12 L Y -2 6 N15 L Y -2 7 N10 L Y -5 8 N14 L Y -2.15 9 N13 L Y -6

J oint Loads and Enforced Displacements (BLC 3 : L ive impact) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

1 N17 L Y -5

Bas ic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed

1 Dead DL 9 2 Snow SL 9 3 Live impact LL 1 4 Live Load LL

Load Combinations Des cription Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

1 D Yes Y 1 1 2 S Yes Y 2 1 3 LL impact Yes Y 3 1 4 D+S Yes Y 1 1 2 1 5 D+0.75S+...Yes Y 1 1 2 .75 3 .75 6 Live load Yes Y 1 1 7 D+L Yes Y 1 1 3 1

RISA-2D Version 18.0.0 Page 2 [H:\...\...\...\...\...\...\East valley truss existing loading new load combo with fall protection.r2d]

Jpearce

PG 13

Job Number : 477-001 Offut Air Force Base Fall Protection Checked By:_____ Model Name : East valley truss at beam P3

Envelope Maximum Member S ection Forces Member Axial[k] Loc[ft] LC Shear[k] Loc[ft] LC Moment[k-ft] Loc[ft] LC

1 M1 max 0 0 3 .03 0 4 .092 0 4 2 min -.112 0 4 -.02 9.009 4 -.173 8.825 4 3 M2 max -.002 9.014 3 .021 9.014 5 .189 8.83 5 4 min -.138 0 5 -.033 0 5 -.1 0 5 5 M3 max 25.712 9.101 4 .015 9.101 4 .137 9.101 4 6 min 0 18.201 1 -.015 0 4 0 0 1 7 M4 max 24.842 9.105 5 .016 0 5 0 0 1 8 min 0 18.21 1 -.016 9.105 5 -.144 9.105 5 9 M5 max 3.703 0 4 0 0 1 0 0 1 10 min 0 0 3 0 0 1 0 0 1 11 M6 max 3.702 0 4 0 0 1 0 0 1 12 min .007 0 3 0 0 1 0 0 1 13 M7 max -1.456 0 3 0 0 3 0 14.469 1 14 min -40.993 0 4 -.006 0 4 -.092 0 4 15 M8 max -7.211 0 3 .007 0 5 .1 0 5 16 min -39.5 0 5 .002 0 3 0 14.474 1 17 M9 max 7.389 0 4 0 0 1 0 0 1 18 min -.002 0 3 0 0 1 0 0 1 19 M10 max 7.306 0 4 0 0 1 0 0 1 20 min -.001 0 3 0 0 1 0 0 1 21 M11 max 10.157 0 5 0 0 1 0 0 1 22 min 3.324 0 1 0 0 1 0 0 1 23 M12 max 10.062 0 5 0 0 1 0 0 1 24 min 3.313 0 1 0 0 1 0 0 1 25 M13 max 55.793 0 4 0 0 1 0 0 1 26 min 2.541 0 3 0 0 1 0 0 1 27 M14 max 52.986 0 4 0 0 1 0 0 1 28 min 2.293 0 3 0 0 1 0 0 1 29 M15 max 89.219 0 4 0 0 1 0 0 1 30 min 4.527 0 3 0 0 1 0 0 1 31 M16 max 87.472 0 4 0 0 1 0 0 1 32 min 6.049 0 3 0 0 1 0 0 1 33 M17 max -.011 0 4 0 0 1 0 0 1 34 min -.12 0 7 0 0 1 0 0 1 35 M18 max -.093 0 6 0 0 1 0 0 1 36 min -.228 0 5 0 0 1 0 0 1 37 M19 max -1.955 0 3 0 0 1 0 0 1 38 min -22.003 0 4 0 0 1 0 0 1 39 M20 max .223 0 3 0 0 1 0 0 1 40 min -24.33 0 4 0 0 1 0 0 1 41 M21 max 1.999 0 4 0 0 1 0 0 1 42 min .039 0 3 0 0 1 0 0 1 43 M22 max 20.995 0 4 0 0 1 0 0 1 44 min 1.931 0 3 0 0 1 0 0 1 45 M23 max 23.418 0 4 0 0 1 0 0 1 46 min -.182 0 3 0 0 1 0 0 1 47 M24 max 0 0 7 .792 21.875 4 0 0 3 48 min -55.938 21.875 4 -.787 25.521 4 -6.316 25 4 49 M25 max 0 0 7 .043 21.875 4 .005 50 5 50 min -47.643 21.875 4 -.042 25.521 4 -.256 25 4

RISA-2D Version 18.0.0 Page 3 [H:\...\...\...\...\...\...\East valley truss existing loading new load combo with fall protection.r2d]

Jpearce

PG 14

Job Number : 477-001 Offut Air Force Base Fall Protection Checked By:_____ Model Name : East valley truss at beam P3

Envelope AISC 15th(360-16): ASD S teel Code Checks Member Shape Code Ch... Loc[ft] LC Shear C... Loc[ft] LC Pnc/om [k] Pnt/om [k] Mn/om [k-ft] Cb Eqn

1 M1 LL3x2.5x4x6 .074 8.825 4 .002 0 4 7.773 56.91 2.361 1 H1-1b 2 M2 LL3x2.5x4x6 .081 8.83 5 .002 0 5 7.765 56.91 2.361 1 H1-1b 3 M3 LL3x2.5x4x6 .982 9.101 4 .001 0 4 27.64 56.91 2.344 1 H1-1a 4 M4 LL3x2.5x4x6 .941 9.105 5 .001 0 5 27.64 56.91 3.04 1 H1-1a 5 M5 LL3x2.5x4x6 .265 0 4 .000 0 7 13.983 56.91 3.016 1 H1-1a 6 M6 LL3x2.5x4x6 .265 0 4 .000 0 7 13.983 56.91 3.016 1 H1-1a 7 M7 LL3x2.5x5x6 .605 0 4 .000 0 4 14.061 70.275 3.725 1 H1-1a 8 M8 LL3x2.5x5x6 .589 0 5 .000 0 5 14.05 70.275 3.25 1 H1-1a 9 M9 LL2.5x2x4x6 .366 0 4 .000 0 7 20.204 46.132 2.136 1 H1-1a 10 M10 LL2.5x2x4x6 .271 0 4 .000 0 7 26.964 46.132 2.158 1 H1-1a 11 M11 LL2.5x2x4x6 .503 0 5 .000 0 7 20.204 46.132 2.136 1 H1-1a 12 M12 LL2.5x2x4x6 .373 0 5 .000 0 7 26.964 46.132 2.158 1 H1-1a 13 M13 LL4x3x5x6 .945 0 4 .000 0 7 59.046 90.108 6.868 1 H1-1a 14 M14 LL4x3x5x6 .897 0 4 .000 0 7 59.046 90.108 6.868 1 H1-1a 15 M15 LL5x3.5x6x6 .897 0 4 .000 0 7 99.515 131.497 13.103 1 H1-1a 16 M16 LL5x3.5x6x6 .879 0 4 .000 0 7 99.515 131.497 13.103 1 H1-1a 17 M17 LL3.5x2.5x5x6 .001 0 7 .000 0 7 63.927 77.174 5.336 1 H1-1b 18 M18 LL3.5x2.5x5x6 .001 0 5 .000 0 7 63.927 77.174 5.336 1 H1-1b 19 M19 LL3.5x2.5x5x6 .285 0 4 .000 0 7 58.688 77.174 5.287 1 H1-1a 20 M20 LL3.5x2.5x5x6 .315 0 4 .000 0 7 58.712 77.174 5.288 1 H1-1a 21 M21 LL3x3x4x6 .041 0 4 .000 0 7 49.053 62.084 3.267 1 H1-1b* 22 M22 LL4x3x4x6 .404 0 4 .000 0 7 51.964 72.862 5.686 1 H1-1a 23 M23 LL4x3x4x6 .451 0 4 .000 0 7 51.964 72.862 5.686 1 H1-1a 24 M24 W8X18 .677 25 4 .029 21.875 4 13.311 113.389 30.539 1 H1-1a 25 M25 C10X15.3 .562 25 4 .001 21.875 4 34.147 96.575 3.319 1 H1-1a

RISA-2D Version 18.0.0 Page 4 [H:\...\...\...\...\...\...\East valley truss existing loading new load combo with fall protection.r2d]

Jpearce

PG 15

KPE

JMP

477-001

West valley truss -existing load plus fall protection

SK - 1

Apr 7, 2020 at 1:42 PM

West valley truss existing loading - new load.r2d

N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13

N15

N16 N18

N19 N20

N21 N22

N23 N24

N25

N26

N25A N26A

M 13M

M

M 6 M

M

M 19 M

M 21 M

22M 23 M 24M 25 M

M 27 M

M

M

M

M

M

M

M

M36M37

M30A M31A

M32A M33A M34A

M35A M36A

M37A

M38A M39A

M40 M41

M40A M41A M42 M43 M44 M45 M46 M47 M48 M49 M50 M51M52 M53 M54 M55 M56 M57 M58 M59 M60 M61 M62 M63

-10.83k

-8.125k

-5.42k -5.42k

-5.42k

-8.125k

-10.83k

-8.125k -8.125k

Y

XZ

Loads: BLC 1, Dead Envelope Only Solution

Jpearce

PG 16

1:44 PMDes igner : JMP

Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

J oint Coordinates and Temperatures Label X [ft] Y [ft] Temp [F]

1 N1 0 0 0 2 N2 8.33 0 0 3 N3 16.66 0 0 4 N4 25 0 0 5 N5 33.33 0 0 6 N6 41.66 0 0 7 N7 50 0 0 8 N8 58.33 0 0 9 N9 66.67 0 0 10 N10 75 0 0 11 N11 83.33 0 0 12 N12 91.66 0 0 13 N13 100 0 0 14 N15 8.33 5.79 0 15 N16 16.66 11.5 0 16 N18 25 10.125 0 17 N19 33.33 8.75 0 18 N20 41.66 7.38 0 19 N21 50 6 0 20 N22 58.33 7.38 0 21 N23 66.66 8.75 0 22 N24 75 10.125 0 23 N25 83.33 11.5 0 24 N26 91.66 5.79 0 25 N25A 0 20.42 0 26 N26A 100 20.42 0

Member Primary Data Label I J oint J Joint Rotate(deg) Section/Shape Type Des ign List Material Des ign Rules

1 M13 N25 N13 LL3.5x5x5x6 HBrace Wide Flange A36 Gr.36 Typical 2 M14 N16 N1 180 LL3.5x5x5x6 HBrace Wide Flange A36 Gr.36 Typical 3 M15 N12 N26 180 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 4 M16 N2 N15 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 5 M17 N3 N16 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 6 M18 N11 N25 180 LL2.5x2x4x6 VBrace Wide Flange A36 Gr.36 Typical 7 M19 N15 N3 LL3x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 8 M20 N26 N11 180 LL3x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 9 M21 N4 N16 270 LL3.5x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 10 M22 N10 N25 LL3.5x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 11 M23 N5 N18 180 LL3.5x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 12 M24 N9 N24 LL3.5x2.5x5x6 HBrace Wide Flange A36 Gr.36 Typical 13 M25 N19 N6 LL3.5x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 14 M26 N8 N23 LL3.5x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 15 M27 N6 N21 LL3.5x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 16 M28 N8 N21 180 LL3.5x2.5x4x6 HBrace Wide Flange A36 Gr.36 Typical 17 M29 N21 N7 LL3x3x4x6 VBrace Wide Flange A36 Gr.36 Typical 18 M30 N20 N6 180 LL3x3x4x6 VBrace Wide Flange A36 Gr.36 Typical 19 M31 N22 N8 LL3x3x4x6 VBrace Wide Flange A36 Gr.36 Typical 20 M32 N23 N9 LL3.5x2.5x4x6 VBrace Wide Flange A36 Gr.36 Typical

R ISA-2D Version 18.0.0 Page 1 [H:\...\...\...\...\...\...\West valley truss existing loading - new load.r2d]

Jpearce

PG 17

Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

Member Primary Data (Continued) Label I J oint J Joint Rotate(deg) Section/Shape Type Des ign List Material Des ign Rules

21 M33 N19 N5 180 LL3.5x2.5x4x6 VBrace Wide Flange A36 Gr.36 Typical 22 M34 N4 N18 LL3.5x3x4x6 VBrace Wide Flange A36 Gr.36 Typical 23 M35 N10 N24 180 LL3.5x3x4x6 VBrace Wide Flange A36 Gr.36 Typical 24 M36 N25 N26A 90 cov pl 9x5/16 Beam Wide Flange A36 Gr.36 Typical 25 M37 N16 N25A 90 cov pl 9x5/16 Beam Wide Flange A36 Gr.36 Typical 26 M30A N16 N18 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 27 M31A N18 N19 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 28 M32A N19 N20 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 29 M33A N20 N21 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 30 M34A N21 N22 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 31 M35A N22 N23 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 32 M36A N23 N24 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 33 M37A N24 N25 LL4x6x7x6 Beam Wide Flange A36 Gr.36 Typical 34 M38A N19 N20 W8X24 Beam Wide Flange A36 Gr.36 Typical 35 M39A N22 N23 W8X24 Beam Wide Flange A36 Gr.36 Typical 36 M40 N16 N25A LL4x4x4x6 Beam Wide Flange A36 Gr.36 Typical 37 M41 N25 N26A LL4x4x4x6 Beam Wide Flange A36 Gr.36 Typical 38 M40A N1 N2 W10X22 Beam Wide Flange A36 Gr.36 Typical 39 M41A N2 N3 W10X22 Beam Wide Flange A36 Gr.36 Typical 40 M42 N3 N4 W10X22 Beam Wide Flange A36 Gr.36 Typical 41 M43 N4 N5 W10X22 Beam Wide Flange A36 Gr.36 Typical 42 M44 N5 N6 W10X22 Beam Wide Flange A36 Gr.36 Typical 43 M45 N6 N7 W10X22 Beam Wide Flange A36 Gr.36 Typical 44 M46 N7 N8 W10X22 Beam Wide Flange A36 Gr.36 Typical 45 M47 N8 N9 W10X22 Beam Wide Flange A36 Gr.36 Typical 46 M48 N9 N10 W10X22 Beam Wide Flange A36 Gr.36 Typical 47 M49 N10 N11 W10X22 Beam Wide Flange A36 Gr.36 Typical 48 M50 N11 N12 W10X22 Beam Wide Flange A36 Gr.36 Typical 49 M51 N12 N13 W10X22 Beam Wide Flange A36 Gr.36 Typical 50 M52 N1 N2 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 51 M53 N2 N3 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 52 M54 N3 N4 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 53 M55 N4 N5 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 54 M56 N5 N6 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 55 M57 N6 N7 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 56 M58 N7 N8 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 57 M59 N8 N9 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 58 M60 N9 N10 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 59 M61 N10 N11 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 60 M62 N11 N12 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical 61 M63 N12 N13 90 C10X15.3 Beam Wide Flange A36 Gr.36 Typical

J oint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

1 N19 L Y -8.125 2 N23 L Y -8.125 3 N20 L Y -5.42 4 N22 L Y -5.42 5 N21 L Y -5.42 6 N25A L Y -8.125

RISA-2D Version 18.0.0 Page 2 [H:\...\...\...\...\...\...\West valley truss existing loading - new load.r2d]

Jpearce

PG 18

Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

J oint Loads and Enforced Displacements (BLC 1 : Dead) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

7 N16 L Y -10.83 8 N25 L Y -10.83 9 N26A L Y -8.125

J oint Loads and Enforced Displacements (BLC 2 : Snow) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

1 N19 L Y -6.8 2 N23 L Y -6.8 3 N20 L Y -4.54 4 N22 L Y -4.54 5 N21 L Y -4.54 6 N25A L Y -6.8 7 N16 L Y -9.09 8 N25 L Y -9.09 9 N26A L Y -6.8

J oint Loads and Enforced Displacements (BLC 3 : L ive impact) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2̂/f...

1 N16 L Y -1.9 2 N19 L Y -3.5

Bas ic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed

1 Dead DL 9 2 Snow SL 9 3 Live impact LL 2 4 Live Load LL

Load Combinations Des cription Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

1 D Yes Y 1 1 2 S Yes Y 2 1 3 LL impact Yes Y 3 1 4 D+S Yes Y 1 1 2 1 5 D+0.75S+...Yes Y 1 1 2 .75 3 .75 6 D+L Yes Y 1 1 3 1

Envelope Maximum Member S ection Forces Member Axial[k] Loc[ft] LC Shear[k] Loc[ft] LC Moment[k-ft] Loc[ft] LC

1 M13 max 16.326 0 4 0 0 1 0 0 1 2 min -1.087 0 3 0 0 1 0 0 1 3 M14 max 16.801 0 5 0 0 1 0 0 1 4 min 3.175 0 3 0 0 1 0 0 1 5 M15 max 0 0 6 0 0 1 0 0 1 6 min 0 0 1 0 0 1 0 0 1 7 M16 max 0 0 6 0 0 1 0 0 1

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Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

Envelope Maximum Member S ection Forces (Continued) Member Axial[k] Loc[ft] LC Shear[k] Loc[ft] LC Moment[k-ft] Loc[ft] LC

8 min 0 0 1 0 0 1 0 0 1 9 M17 max .132 0 5 0 0 1 0 0 1 10 min .033 0 3 0 0 1 0 0 1 11 M18 max .123 0 4 0 0 1 0 0 1 12 min -.011 0 3 0 0 1 0 0 1 13 M19 max 0 0 6 0 0 1 0 0 1 14 min 0 0 1 0 0 1 0 0 1 15 M20 max 0 0 6 0 0 1 0 0 1 16 min 0 0 1 0 0 1 0 0 1 17 M21 max -2.568 0 3 0 0 1 0 0 1 18 min -27.504 0 4 0 0 1 0 0 1 19 M22 max -.953 0 3 0 0 1 0 0 1 20 min -27.471 0 4 0 0 1 0 0 1 21 M23 max -2.895 0 3 0 0 1 0 0 1 22 min -32.386 0 4 0 0 1 0 0 1 23 M24 max -1.166 0 3 0 0 1 0 0 1 24 min -32.38 0 4 0 0 1 0 0 1 25 M25 max 1.736 0 3 0 0 1 0 0 1 26 min -17.426 0 4 0 0 1 0 0 1 27 M26 max -1.465 0 3 0 0 1 0 0 1 28 min -17.418 0 4 0 0 1 0 0 1 29 M27 max 4.492 0 4 0 0 1 0 0 1 30 min -2.32 0 3 0 0 1 0 0 1 31 M28 max 5.31 0 5 0 0 1 0 0 1 32 min 1.804 0 3 0 0 1 0 0 1 33 M29 max .331 0 4 0 0 1 0 0 1 34 min .014 0 3 0 0 1 0 0 1 35 M30 max 9.951 0 4 0 0 1 0 0 1 36 min .018 0 3 0 0 1 0 0 1 37 M31 max 9.953 0 4 0 0 1 0 0 1 38 min .007 0 3 0 0 1 0 0 1 39 M32 max 25.416 0 4 0 0 1 0 0 1 40 min .893 0 3 0 0 1 0 0 1 41 M33 max 25.42 0 4 0 0 1 0 0 1 42 min 2.406 0 3 0 0 1 0 0 1 43 M34 max 21.681 0 4 0 0 1 0 0 1 44 min 1.954 0 3 0 0 1 0 0 1 45 M35 max 21.662 0 4 0 0 1 0 0 1 46 min .776 0 3 0 0 1 0 0 1 47 M36 max -1.883 0 3 0 0 4 0 0 4 48 min -36.135 0 4 0 0 3 0 18.906 4 49 M37 max -1.883 0 3 0 0 3 0 18.898 4 50 min -36.14 0 4 0 0 4 0 0 4 51 M30A max .185 0 3 -.002 0 2 .136 8.453 5 52 min -46.643 0 4 -.006 0 5 .001 0 3 53 M31A max 2.046 0 3 .078 0 5 .136 0 5 54 min -25.807 0 4 .019 0 3 -.521 8.443 5 55 M32A max .454 0 3 -.001 0 2 .002 8.442 3 56 min -7.36 0 4 -.004 0 5 -.063 0 5 57 M33A max .835 0 3 .002 0 3 .007 0 3 58 min -13.588 0 4 -.028 0 4 -.307 0 4 59 M34A max -2.558 0 3 .028 0 4 .013 8.444 3

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Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

Envelope Maximum Member S ection Forces (Continued) Member Axial[k] Loc[ft] LC Shear[k] Loc[ft] LC Moment[k-ft] Loc[ft] LC

60 min -13.934 0 5 -.003 0 3 -.308 8.444 4 61 M35A max -1.384 0 3 .003 0 4 .002 0 3 62 min -7.547 0 5 0 0 3 -.057 8.442 4 63 M36A max -3.582 0 3 0 0 3 .13 8.453 4 64 min -25.812 0 4 -.072 0 4 -.475 0 4 65 M37A max -4.333 0 3 .004 0 4 .13 0 4 66 min -46.647 0 4 0 0 3 .003 0 3 67 M38A max .384 0 3 -.008 0 2 .006 8.442 3 68 min -6.233 0 4 -.026 0 5 -.458 0 5 69 M39A max -1.172 0 3 .017 0 4 .012 0 3 70 min -6.392 0 5 0 0 3 -.418 8.442 4 71 M40 max -2.585 0 3 0 0 3 0 18.898 3 72 min -49.6 0 4 -.005 0 4 -.099 0 4 73 M41 max -2.584 0 3 .005 0 4 .099 0 4 74 min -49.593 0 4 0 0 3 0 18.906 3 75 M40A max -1.546 0 3 .003 0 3 .196 8.33 4 76 min -8.188 0 5 -.024 0 4 -.028 8.33 3 77 M41A max -1.546 0 3 .003 0 3 .408 8.33 4 78 min -8.188 0 5 -.025 0 4 -.057 8.33 3 79 M42 max -1.546 0 3 -.029 0 3 1.659 8.34 4 80 min -8.188 0 5 -.154 0 5 -.057 0 3 81 M43 max -2.438 0 3 .417 0 5 1.656 0 4 82 min -17.49 0 4 .093 0 3 -1.869 8.33 5 83 M44 max -3.526 0 3 .002 0 4 .003 8.33 3 84 min -29.655 0 4 -.072 0 3 -1.873 0 5 85 M45 max -1.704 0 3 .111 0 4 .003 0 3 86 min -38.917 0 4 .007 0 3 -2.55 8.34 4 87 M46 max -1.704 0 3 -.007 0 3 .009 8.33 3 88 min -38.917 0 4 -.111 0 4 -2.55 0 4 89 M47 max -.24 0 3 0 0 2 .068 8.34 3 90 min -29.668 0 4 -.008 0 6 -1.625 0 4 91 M48 max .199 0 3 0 0 3 1.658 8.33 4 92 min -17.489 0 4 -.392 0 4 -1.608 0 4 93 M49 max .53 0 3 .151 0 4 1.661 0 4 94 min -7.959 0 4 -.004 0 3 .069 0 3 95 M50 max .53 0 3 .027 0 5 .437 0 5 96 min -7.959 0 4 .006 0 3 .052 8.33 3 97 M51 max .53 0 3 .025 0 5 .212 0 5 98 min -7.959 0 4 .006 0 3 0 8.34 3 99 M52 max -1.067 0 3 0 0 3 .004 8.33 4 100 min -5.652 0 5 0 0 4 0 8.33 3 101 M53 max -1.067 0 3 0 0 3 .008 8.33 4 102 min -5.652 0 5 0 0 4 -.001 8.33 3 103 M54 max -1.067 0 3 0 0 3 .033 8.34 4 104 min -5.652 0 5 -.003 0 5 -.001 0 3 105 M55 max -1.683 0 3 .009 0 5 .036 0 4 106 min -12.073 0 4 .002 0 3 -.04 8.33 5 107 M56 max -2.434 0 3 0 0 4 0 8.33 3 108 min -20.47 0 4 -.002 0 3 -.037 0 5 109 M57 max -1.176 0 3 .002 0 4 0 0 3 110 min -26.864 0 4 0 0 3 -.05 8.34 4 111 M58 max -1.176 0 3 0 0 3 0 8.33 3

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Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

Envelope Maximum Member S ection Forces (Continued) Member Axial[k] Loc[ft] LC Shear[k] Loc[ft] LC Moment[k-ft] Loc[ft] LC

112 min -26.864 0 4 -.002 0 4 -.05 0 4 113 M59 max -.166 0 3 0 0 2 .001 8.34 3 114 min -20.48 0 4 0 0 6 -.031 0 4 115 M60 max .137 0 3 0 0 3 .036 8.33 4 116 min -12.072 0 4 -.009 0 4 -.035 0 4 117 M61 max .366 0 3 .003 0 4 .033 0 4 118 min -5.494 0 4 0 0 3 .001 0 3 119 M62 max .366 0 3 0 0 5 .009 0 5 120 min -5.494 0 4 0 0 3 0 8.33 3 121 M63 max .366 0 3 0 0 5 .004 0 5 122 min -5.494 0 4 0 0 3 0 8.34 5

Envelope AISC 15th(360-16): ASD S teel Code Checks Member Shape Code Ch... Loc[ft] LC Shear C... Loc[ft] LC Pnc/om [k] Pnt/om [k] Mn/om [k-ft] Cb Eqn

1 M13 LL3.5x5x5x6 .244 0 4 .000 0 6 66.903 110.371 5.789 1 H1-1a 2 M14 LL3.5x5x5x6 .251 0 5 .000 0 6 66.903 110.371 5.789 1 H1-1a 3 M15 LL2.5x2x4x6 .000 0 6 .000 0 6 30.458 46.132 2.17 1 H1-1b 4 M16 LL2.5x2x4x6 .000 0 6 .000 0 6 30.458 46.132 2.17 1 H1-1b 5 M17 LL2.5x2x4x6 .013 0 5 .000 0 6 10.339 46.132 2.089 1 H1-1b* 6 M18 LL2.5x2x4x6 .012 0 4 .000 0 6 10.339 46.132 2.089 1 H1-1b* 7 M19 LL3x2.5x4x6 .000 0 6 .000 0 6 23.423 56.91 3.077 1 H1-1b 8 M20 LL3x2.5x4x6 .000 0 6 .000 0 6 23.423 56.91 3.077 1 H1-1b 9 M21 LL3.5x2.5x5x6 .356 0 4 .000 0 6 22.758 77.174 5.499 1 H1-1a 10 M22 LL3.5x2.5x5x6 .356 0 4 .000 0 6 22.777 77.174 5.019 1 H1-1a 11 M23 LL3.5x2.5x5x6 .420 0 4 .000 0 6 26.717 77.174 5.057 1 H1-1a 12 M24 LL3.5x2.5x5x6 .420 0 4 .000 0 6 26.717 77.174 5.057 1 H1-1a 13 M25 LL3.5x2.5x4x6 .279 0 4 .000 0 6 25.766 62.515 4.087 1 H1-1a 14 M26 LL3.5x2.5x4x6 .279 0 4 .000 0 6 25.766 62.515 4.087 1 H1-1a 15 M27 LL3.5x2.5x4x6 .106 0 4 .000 0 6 42.428 62.515 4.25 1 H1-1b* 16 M28 LL3.5x2.5x4x6 .125 0 5 .000 0 6 42.428 62.515 4.25 1 H1-1b* 17 M29 LL3x3x4x6 .007 0 4 .000 0 6 45.105 62.084 3.267 1 H1-1b* 18 M30 LL3x3x4x6 .260 0 4 .000 0 6 38.287 62.084 3.25 1 H1-1a 19 M31 LL3x3x4x6 .260 0 4 .000 0 6 38.287 62.084 3.25 1 H1-1a 20 M32 LL3.5x2.5x4x6 .656 0 4 .000 0 6 38.749 62.515 4.205 1 H1-1a 21 M33 LL3.5x2.5x4x6 .656 0 4 .000 0 6 38.749 62.515 4.205 1 H1-1a 22 M34 LL3.5x3x4x6 .603 0 4 .000 0 6 35.936 68.12 4.336 1 H1-1a 23 M35 LL3.5x3x4x6 .603 0 4 .000 0 6 35.936 68.12 4.336 1 H1-1a 24 M36 cov pl 9x5/16 .597 0 4 .000 0 4 23.885 60.629 .395 1 H1-1a 25 M37 cov pl 9x5/16 .597 0 4 .000 0 4 23.885 60.629 .395 1 H1-1a 26 M30A LL4x6x7x6 .271 8.453 4 .000 0 5 119.849 180.216 9.829 1 H1-1a 27 M31A LL4x6x7x6 .120 8.443 4 .002 0 5 119.963 180.216 9.829 1 H1-1b 28 M32A LL4x6x7x6 .026 0 4 .000 0 5 119.972 180.216 10.484 1 H1-1b 29 M33A LL4x6x7x6 .067 0 4 .001 0 4 144.021 180.216 10.484 1 H1-1b 30 M34A LL4x6x7x6 .067 8.444 4 .001 0 4 144.021 180.216 10.484 1 H1-1b 31 M35A LL4x6x7x6 .026 8.442 4 .000 0 4 119.972 180.216 10.484 1 H1-1b 32 M36A LL4x6x7x6 .120 0 4 .002 0 4 119.849 180.216 9.829 1 H1-1b 33 M37A LL4x6x7x6 .271 0 4 .000 0 4 119.963 180.216 9.829 1 H1-1a 34 M38A W8X24 .031 0 4 .001 0 5 133.041 152.623 41.497 1 H1-1b 35 M39A W8X24 .030 8.442 4 .001 0 4 133.041 152.623 41.497 1 H1-1b 36 M40 LL4x4x4x6 .612 0 4 .000 0 4 17.537 83.21 5.569 1 H1-1a

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Job Number : 477-001 Checked By:_____ Model Name : West valley truss -existing load plus fall protec tion

Envelope AISC 15th(360-16): ASD S teel Code Checks (Continued) Member Shape Code Ch... Loc[ft] LC Shear C... Loc[ft] LC Pnc/om [k] Pnt/om [k] Mn/om [k-ft] Cb Eqn

37 M41 LL4x4x4x6 .617 0 4 .000 0 4 17.521 83.21 4.23 1 H1-1a 38 M40A W10X22 .033 8.33 4 .001 0 4 103.699 139.904 46.707 1.... H1-1b 39 M41A W10X22 .037 8.33 4 .001 0 4 103.699 139.904 46.707 1.... H1-1b 40 M42 W10X22 .064 8.34 4 .004 0 5 103.625 139.904 46.707 1.... H1-1b 41 M43 W10X22 .102 8.33 5 .012 0 5 103.699 139.904 46.707 2.... H1-1b 42 M44 W10X22 .246 8.33 4 .002 0 3 103.699 139.904 42.667 1.... H1-1a 43 M45 W10X22 .327 8.34 4 .003 0 4 103.625 139.904 46.707 1.... H1-1a 44 M46 W10X22 .327 0 4 .003 0 4 103.699 139.904 46.707 1.17 H1-1a 45 M47 W10X22 .246 0 4 .000 0 6 103.625 139.904 42.622 1.... H1-1a 46 M48 W10X22 .098 8.33 4 .011 0 4 103.699 139.904 46.707 2.... H1-1b 47 M49 W10X22 .064 0 4 .004 0 4 103.699 139.904 46.707 1.... H1-1b 48 M50 W10X22 .037 0 4 .001 0 5 103.699 139.904 46.707 1.... H1-1b 49 M51 W10X22 .033 0 4 .001 0 5 103.625 139.904 46.707 1.... H1-1b 50 M52 C10X15.3 .030 8.33 5 .000 0 4 34.147 96.575 3.319 1 H1-1b 51 M53 C10X15.3 .031 8.33 5 .000 0 4 34.147 96.575 3.319 1 H1-1b 52 M54 C10X15.3 .039 8.34 5 .000 0 5 34.065 96.575 3.319 1 H1-1b 53 M55 C10X15.3 .074 8.33 5 .000 0 5 34.147 96.575 3.319 1 H1-1b 54 M56 C10X15.3 .220 8.33 4 .000 0 3 34.147 96.575 3.319 1 H1-1a 55 M57 C10X15.3 .292 8.34 4 .000 0 4 34.065 96.575 3.319 1 H1-1a 56 M58 C10X15.3 .292 0 4 .000 0 4 34.147 96.575 3.319 1 H1-1a 57 M59 C10X15.3 .220 0 4 .000 0 6 34.065 96.575 3.319 1 H1-1a 58 M60 C10X15.3 .073 8.33 4 .000 0 4 34.147 96.575 3.319 1 H1-1b 59 M61 C10X15.3 .039 0 4 .000 0 4 34.147 96.575 3.319 1 H1-1b 60 M62 C10X15.3 .031 0 4 .000 0 5 34.147 96.575 3.319 1 H1-1b 61 M63 C10X15.3 .030 0 4 .000 0 5 34.065 96.575 3.319 1 H1-1b

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477-001 Enclosure 3