10-12- Appendix B- Structural Calculations- LIB133030.pdf
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- Solicitation number
- SLCo LIB133030 Magna Library Rooftop Equip Replacement - CONST
- Issued by
- Utah
About this file
This structural calculations document for the Salt Lake County Magna Library Remodel provides a roof framing capacity evaluation prepared by Reaveley Engineers for a rooftop equipment replacement project located at 2675 S 8950 W, Magna, Utah 84044. The evaluation analyzes the structural capacity of existing roof framing to support replacement RTUs (rooftop units) and related HVAC equipment, utilizing ASCE/SEI 7-22 standards for the Risk Category III structure at an elevation of approximately 4,267 feet. The analysis establishes a ground snow load of 43 lb/ft² based on ASCE Hazard Tool data and includes simple span segmented beam analysis for multiple roof sections supporting various RTUs serving different building areas, including staff work areas, stack areas, community rooms, lobbies, conference rooms, and restrooms.
The structural calculations detail equipment weight comparisons between existing and new HVAC units across eight RTU locations and one exhaust fan (EF-1), demonstrating that new equipment generally ranges from 50 to 113 percent of existing unit weights. Specific beam analysis calculations are provided for multiple spans ranging from 28 feet to 39.75 feet, with moment of inertia values of 1,000 IN⁴ and modulus of elasticity of 29,000 KSI, evaluating dead loads, live loads, shear forces, moments, and deflections at defined points along each beam. The document confirms the adequacy of existing structural framing to support the replacement equipment loads without requiring structural reinforcement, supporting the feasibility of the rooftop equipment replacement project for the Salt Lake County Magna Library.
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Structural Calculations
PREPARED FOR PREPARED BY
250 EAST 200 SOUTH, SUITE 1000 · SALT LAKE CITY, UT 84111
reaveley.com
Structural Calculations
2026.0292
HHY Associates Michael Buehner, S.E.
MAGNA LIBRARY ROOF FRAMING
CAPACITY EVALUATION
August 3, 2026
ASCE Hazards Report Address:
2675 S 8950 W Magna, Utah 84044
Standard: ASCE/SEI 7-22 Latitude: 40.711304
Risk Category: III Longitude: -112.104338
Soil Class: Default Elevation: 4267.608298548369 ft
(NAVD 88)
Page 1 of 2https://ascehazardtool.org/ Mon Jul 06 2026 https://ascehazardtool.org/
Snow
Results:
Ground Snow Load, p : 43 lb/ftg
20-year MRI Value: 11.77 lb/ft^2
Winter Wind Parameter: 0.25
Mapped Elevation: 4521.6 ft
Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D
Date Accessed: Mon Jul 06 2026
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) 30.1 lb/ft
The ASCE 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 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 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 Hazard Tool.
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ROOF HEIGHT
MAKE AND MODEL
COOLING
TONS
WEIGHT,
LBS MAKE AND MODEL
COOLING
TONS WEIGHT, LBS
RTU-1 STAFF WORK AREA YORK ZF060D10T2 5.0 914 YORK KJ06N12D2 5.0 915 100.1%
RTU-2 EAST STACK AREA YORK ZF048D06T2 4.0 751 YORK KJ06N12D2 5.0 850 113.2%
RTU-3 NE STACK AREA YORK ZF048D06T2 4.0 751 YORK KJ06N12D2 5.0 850 113.2%
RTU-4 STACK AREA YORK ZH150N15N2 12.5 1710 YORK KJ150N18D2 12.5 1580 92.4%
RTU-5 COMMUNITY ROOM YORK ZH090N10N2 7.5 1305 YORK KJ090N18D2 7.5 1235 94.6%
RTU-6 LOBBY / ENTRY YORK ZFO48D06T2D22 4.0 751 YORK KJ049N08D2 4.0 850 113.2%
RTU-7 CONFERENCE ROOM YORK ZH037N05N2 3.0 678 YORK PG3E24L05C2 2.0 440 64.9%
RTU-8 SOUTH INT. STACKS YORK ZH150N15N15N2 12.5 1710 YORK KJ150N24D2 12.5 1580 92.4%
EF-1 RESTROOMS ACME PNU120RF N/A 200 GREENHECK G-098-VG N/A 100 50.0%
NEW UNITEXISTING UNITS NEW WEIGHT /
EXISTING
WEIGHT
SLCO MAGNA LIBRARY REMODEL ROOF EQUIPMENT WEIGHT COMPARISON
UNIT AREA SERVED
EXISTING ROOF STRUCTURAL FRAMING PLAN
SIMPLE SPAN SEGMENTED BEAM ANALYSIS
10 SPAN STRUCTURAL ANALYSIS
Date:
BEAM DESIGNATION : RTU-3 37-foot Span
SPAN = 37 FT MOMENT OF INERTIA I = 1000 IN4 MODULUS OF ELASTICITY E = 29000 KSI
APPLIED LOADS: UNIFORM AND TRAPEZOIDAL LOADS (KIPS/FT) CONCENTRATED LOADS (KIPS)
LOCATION DEAD LOADS LIVE LOADS DIST DEAD LIVE
X start X end start end start end X ft P P w1 0 37 0.258 0.258 0 0 P1 24.33 0 0.24 w2 0 0 0 0 0 0 P2 27.33 0 0.24 w3 0 0 0 0 0 0 P3 0 0 0 w4 0 0 0 0 0 0 P4 0 0 0 w5 0 0 0 0 0 0 P5 0 0 0 w6 0 0 0 0 0 0 P6 0 0 0 w7 0 0 0 0 0 0 P7 0 0 0 w8 0 0 0 0 0 0 P8 0 0 0 w9 0 0 0 0 0 0 P9 0 0 0 w10 0 0 0 0 0 0 P10 0 0 0
APPLIED MEMBER END MOMENTS: LEFT END RIGHT END
DEAD LOAD 0 FT-K 0 FT-K MOMENTS APPLIED TO BEAM ENDS
LIVE LOAD 0 FT-K 0 FT-K IN A CLOCKWISE DIRECTION ARE POS.
MEMBER FORCES AT 1/12 POINTS:
POINT 0 1/12 1/6 1/4 1/3 5/12 1/2 7/12 2/3 3/4 5/6 11/12 1
DISTANCE 0 3.083 6.167 9.25 12.33 15.42 18.5 21.58 24.67 27.75 30.83 33.92 37
DEAD LOADS: LEFT DL REACTION = 4.773 KIPS RIGHT DL REACTION = 4.773 KIPS MAX MIN
V (kips) 4.773 3.978 3.182 2.387 1.591 0.795 -0 -0.8 -1.59 -2.39 -3.18 -3.98 -4.77 V 4.773 -4.773
M (ft-k) 0 13.49 24.53 33.11 39.24 42.92 44.15 42.92 39.24 33.11 24.53 13.49 0 M 44.15 0
D (in) 0 0.098 0.189 0.267 0.325 0.362 0.374 0.362 0.325 0.267 0.189 0.098 0 D 0.374 -4E-16
LIVE LOADS: LEFT LL REACTION = 0.145 KIPS RIGHT LL REACTION = 0.335 KIPS MAX MIN
V (kips) 0.145 0.145 0.145 0.145 0.145 0.145 0.145 0.145 -0.1 -0.34 -0.34 -0.34 -0.34 V 0.145 -0.335
M (ft-k) 0 0.447 0.894 1.34 1.787 2.234 2.681 3.128 3.494 3.1 2.066 1.033 0 M 3.494 0
D (in) 0 0.005 0.011 0.015 0.019 0.022 0.024 0.024 0.022 0.019 0.013 0.007 0 D 0.024 -3E-18
TOTAL LOADS: LEFT TL REACTION = 4.918 KIPS RIGHT TL REACTION = 5.108 KIPS MAX MIN
V (kips) 4.918 4.122 3.327 2.531 1.736 0.94 0.145 -0.65 -1.69 -2.72 -3.52 -4.31 -5.11 V 4.918 -5.108
M (ft-k) 0 13.94 25.42 34.45 41.03 45.16 46.83 46.05 42.74 36.21 26.59 14.52 0 M 46.83 0
D (in) 0 0.104 0.2 0.282 0.344 0.384 0.398 0.386 0.347 0.285 0.203 0.105 0 D 0.398 -4E-16
Date
© Reaveley Engineers
Date:
BEAM DESIGNATION : RTU-3 39.75-foot Span
SPAN = 39.75 FT MOMENT OF INERTIA I = 1000 IN4 MODULUS OF ELASTICITY E = 29000 KSI
APPLIED LOADS: UNIFORM AND TRAPEZOIDAL LOADS (KIPS/FT) CONCENTRATED LOADS (KIPS)
LOCATION DEAD LOADS LIVE LOADS DIST DEAD LIVE
X start X end start end start end X ft P P w1 0 39.75 0.258 0.258 0 0 P1 24.33 0 0.24 w2 0 0 0 0 0 0 P2 27.33 0 0.24 w3 0 0 0 0 0 0 P3 0 0 0 w4 0 0 0 0 0 0 P4 0 0 0 w5 0 0 0 0 0 0 P5 0 0 0 w6 0 0 0 0 0 0 P6 0 0 0 w7 0 0 0 0 0 0 P7 0 0 0 w8 0 0 0 0 0 0 P8 0 0 0 w9 0 0 0 0 0 0 P9 0 0 0 w10 0 0 0 0 0 0 P10 0 0 0
APPLIED MEMBER END MOMENTS: LEFT END RIGHT END
DEAD LOAD 0 FT-K 0 FT-K MOMENTS APPLIED TO BEAM ENDS
LIVE LOAD 0 FT-K 0 FT-K IN A CLOCKWISE DIRECTION ARE POS.
MEMBER FORCES AT 1/12 POINTS:
POINT 0 1/12 1/6 1/4 1/3 5/12 1/2 7/12 2/3 3/4 5/6 11/12 1
DISTANCE 0 3.313 6.625 9.938 13.25 16.56 19.88 23.19 26.5 29.81 33.13 36.44 39.75
DEAD LOADS: LEFT DL REACTION = 5.128 KIPS RIGHT DL REACTION = 5.128 KIPS MAX MIN
V (kips) 5.128 4.273 3.419 2.564 1.709 0.855 -0 -0.85 -1.71 -2.56 -3.42 -4.27 -5.13 V 5.128 -5.128
M (ft-k) 0 15.57 28.31 38.22 45.3 49.54 50.96 49.54 45.3 38.22 28.31 15.57 0 M 50.96 0
D (in) 0 0.131 0.252 0.355 0.433 0.482 0.498 0.482 0.433 0.355 0.252 0.131 0 D 0.498 -3E-16
LIVE LOADS: LEFT LL REACTION = 0.168 KIPS RIGHT LL REACTION = 0.312 KIPS MAX MIN
V (kips) 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 -0.19 -0.31 -0.31 -0.31 -0.31 V 0.168 -0.312
M (ft-k) 0 0.557 1.114 1.67 2.227 2.784 3.341 3.898 3.934 3.1 2.066 1.033 0 M 4.053 0
D (in) 0 0.008 0.015 0.021 0.027 0.03 0.033 0.032 0.03 0.025 0.018 0.009 0 D 0.033 0
TOTAL LOADS: LEFT TL REACTION = 5.296 KIPS RIGHT TL REACTION = 5.44 KIPS MAX MIN
V (kips) 5.296 4.441 3.587 2.732 1.877 1.023 0.168 -0.76 -1.9 -2.88 -3.73 -4.59 -5.44 V 5.296 -5.44
M (ft-k) 0 16.13 29.42 39.89 47.52 52.33 54.3 53.44 49.23 41.32 30.38 16.6 0 M 54.3 0
D (in) 0 0.139 0.267 0.376 0.46 0.512 0.531 0.514 0.463 0.38 0.27 0.14 0 D 0.531 -3E-16
Date:
BEAM DESIGNATION : RTU-2
SPAN = 28 FT MOMENT OF INERTIA I = 1000 IN4 MODULUS OF ELASTICITY E = 29000 KSI
APPLIED LOADS: UNIFORM AND TRAPEZOIDAL LOADS (KIPS/FT) CONCENTRATED LOADS (KIPS)
LOCATION DEAD LOADS LIVE LOADS DIST DEAD LIVE
X start X end start end start end X ft P P w1 0 28 0.25 0.25 0 0 P1 7.75 0 0.24 w2 0 0 0 0 0 P2 14.35 0 0.24 w3 0 0 0 0 0 0 P3 0 0 0 w4 0 0 0 0 0 0 P4 0 0 0 w5 0 0 0 0 0 0 P5 0 0 0 w6 0 0 0 0 0 0 P6 0 0 0 w7 0 0 0 0 0 0 P7 0 0 0 w8 0 0 0 0 0 0 P8 0 0 0 w9 0 0 0 0 0 0 P9 0 0 0 w10 0 0 0 0 0 0 P10 0 0 0
APPLIED MEMBER END MOMENTS: LEFT END RIGHT END
DEAD LOAD 0 FT-K 0 FT-K MOMENTS APPLIED TO BEAM ENDS
LIVE LOAD 0 FT-K 0 FT-K IN A CLOCKWISE DIRECTION ARE POS.
MEMBER FORCES AT 1/12 POINTS:
POINT 0 1/12 1/6 1/4 1/3 5/12 1/2 7/12 2/3 3/4 5/6 11/12 1
DISTANCE 0 2.333 4.667 7 9.333 11.67 14 16.33 18.67 21 23.33 25.67 28
DEAD LOADS: LEFT DL REACTION = 3.5 KIPS RIGHT DL REACTION = 3.5 KIPS MAX MIN
V (kips) 3.5 2.917 2.333 1.75 1.167 0.583 3E-16 -0.58 -1.17 -1.75 -2.33 -2.92 -3.5 V 3.5 -3.5
M (ft-k) 0 7.486 13.61 18.38 21.78 23.82 24.5 23.82 21.78 18.38 13.61 7.486 0 M 24.5 0
D (in) 0 0.031 0.06 0.085 0.103 0.115 0.119 0.115 0.103 0.085 0.06 0.031 0 D 0.119 0
LIVE LOADS: LEFT LL REACTION = 0.291 KIPS RIGHT LL REACTION = 0.189 KIPS MAX MIN
V (kips) 0.291 0.291 0.291 0.291 0.051 0.051 -0.12 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 V 0.291 -0.189
M (ft-k) 0 0.678 1.356 2.034 2.332 2.45 2.568 2.21 1.768 1.326 0.884 0.442 0 M 2.568 0
D (in) 0 0.003 0.006 0.008 0.01 0.011 0.011 0.011 0.009 0.008 0.005 0.003 0 D 0.011 0
TOTAL LOADS: LEFT TL REACTION = 3.791 KIPS RIGHT TL REACTION = 3.689 KIPS MAX MIN
V (kips) 3.791 3.207 2.624 2.041 1.217 0.634 -0.12 -0.77 -1.36 -1.94 -2.52 -3.11 -3.69 V 3.791 -3.689
M (ft-k) 0 8.164 14.97 20.41 24.11 26.27 27.07 26.03 23.55 19.7 14.5 7.928 0 M 27.07 0
D (in) 0 0.034 0.066 0.093 0.113 0.126 0.13 0.126 0.113 0.092 0.065 0.034 0 D 0.13 0
Date:
BEAM DESIGNATION : RTU-6
SPAN = 33.56 FT MOMENT OF INERTIA I = 1000 IN4 MODULUS OF ELASTICITY E = 29000 KSI
APPLIED LOADS: UNIFORM AND TRAPEZOIDAL LOADS (KIPS/FT) CONCENTRATED LOADS (KIPS)
LOCATION DEAD LOADS LIVE LOADS DIST DEAD LIVE
X start X end start end start end X ft P P w1 0 33.56 0.293 0.293 0 0 P1 4.67 0 0.24 w2 0 0 0 0 0 P2 8.33 0 0.24 w3 0 0 0 0 0 0 P3 0 0 0 w4 0 0 0 0 0 0 P4 0 0 0 w5 0 0 0 0 0 0 P5 0 0 0 w6 0 0 0 0 0 0 P6 0 0 0 w7 0 0 0 0 0 0 P7 0 0 0 w8 0 0 0 0 0 0 P8 0 0 0 w9 0 0 0 0 0 0 P9 0 0 0 w10 0 0 0 0 0 0 P10 0 0 0
APPLIED MEMBER END MOMENTS: LEFT END RIGHT END
DEAD LOAD 0 FT-K 0 FT-K MOMENTS APPLIED TO BEAM ENDS
LIVE LOAD 0 FT-K 0 FT-K IN A CLOCKWISE DIRECTION ARE POS.
MEMBER FORCES AT 1/12 POINTS:
POINT 0 1/12 1/6 1/4 1/3 5/12 1/2 7/12 2/3 3/4 5/6 11/12 1
DISTANCE 0 2.797 5.594 8.391 11.19 13.98 16.78 19.58 22.38 25.17 27.97 30.77 33.56
DEAD LOADS: LEFT DL REACTION = 4.917 KIPS RIGHT DL REACTION = 4.917 KIPS MAX MIN
V (kips) 4.917 4.097 3.278 2.458 1.639 0.819 -0 -0.82 -1.64 -2.46 -3.28 -4.1 -4.92 V 4.917 -4.917
M (ft-k) 0 12.61 22.92 30.94 36.67 40.11 41.26 40.11 36.67 30.94 22.92 12.61 0 M 41.26 0
D (in) 0 0.076 0.146 0.205 0.25 0.278 0.288 0.278 0.25 0.205 0.146 0.076 0 D 0.288 -3E-16
LIVE LOADS: LEFT LL REACTION = 0.387 KIPS RIGHT LL REACTION = 0.093 KIPS MAX MIN
V (kips) 0.387 0.387 0.229 0.137 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 V 0.387 -0.093
M (ft-k) 0 1.083 1.943 2.34 2.08 1.82 1.56 1.3 1.04 0.78 0.52 0.26 0 M 2.34 0
D (in) 0 0.004 0.008 0.01 0.012 0.012 0.012 0.011 0.01 0.008 0.005 0.003 0 D 0.012 0
TOTAL LOADS: LEFT TL REACTION = 5.304 KIPS RIGHT TL REACTION = 5.01 KIPS MAX MIN
V (kips) 5.304 4.484 3.506 2.595 1.546 0.727 -0.09 -0.91 -1.73 -2.55 -3.37 -4.19 -5.01 V 5.304 -5.01
M (ft-k) 0 13.69 24.86 33.28 38.75 41.93 42.82 41.41 37.71 31.72 23.44 12.87 0 M 42.82 0
D (in) 0 0.08 0.153 0.215 0.262 0.291 0.3 0.289 0.26 0.213 0.151 0.078 0 D 0.3 -3E-16
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