7-4-DA26052-26189700 Approved Structural Calculations.pdf
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- Solicitation number
- DA26052-Stage II
- Issued by
- Utah
About this file
This is an approved structural calculations document for the Snow College Washburn Building Entrance Addition project located in Richfield, Utah, prepared by Reaveley Engineers and reviewed by the Utah Division of Facilities Construction and Management. The project involves a new entrance addition on the south side of the Washburn building with an associated landscaping renovation on the south and west sides, with a total construction cost estimate of $5,400,000. The structural calculations are based on the 2021 International Building Code with Risk Category III classification and include comprehensive design criteria for gravity loads, lateral forces, wind, seismic activity (Seismic Design Category D), snow loads (28 psf ground snow load), and foundations. The document provides detailed analysis of floor and roof framing systems utilizing steel beams (W-series and other sections), columns (HSS sections), and concrete slabs, along with masonry wall and pier designs using 8-inch concrete masonry units with specified reinforcement patterns.
The calculations incorporate site-specific hazard data including a basic wind speed of 108 mph, seismic spectral response values (SDS = 0.65g, SD1 = 0.35g), soil bearing pressure of 2,000 psf on compacted fill, and a 30-inch frost depth requirement. Foundation design specifies minimum 2 feet of compacted fill down to suitable undisturbed natural soils with provisions for seismic and wind load increases of 50 percent. The structural system employs special reinforced masonry shear walls with an R-value of 5.0 as the primary seismic force-resisting system. Detailed beam summary tables identify member sizes and capacities for both roof and low roof framing levels, while wall and pier summary worksheets document reinforcing requirements, bearing pressures, and demand-to-capacity ratios for all masonry elements. All structural elements demonstrated adequate capacity under the prescribed load combinations and design criteria.
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Structural Calculations
PREPARED FOR PREPARED BY
250 E 200 S, SUITE 1000 · SALT LAKE CITY, UT 84111
reaveley.com
Structural Calculations
2024.0434 Snow College
CRSA
175 S Main Street, Ste 300 Salt Lake City, UT 84111
Justin Nadauld, SE Emily Williamson
Snow College - Washburn Building Entrance Addition
JUSTIN D.
NADAULD
No.
4859789-2203
P R
O F
E S
S
IO
NAL
STRUCTURAL
E N
G
IN
E E
R
STATE OF UTAH
07/10/2026
DIVISION OF FACILITIES
CONSTRUCTION AND
MANAGEMENT
Jason Van Ausdal
07/13/2026
REVIEWED FOR CODE
COMPLIANCE
Calculations Index
01 Design Criteria
02 Gravity Loads
03 Gravity Framing
04 Lateral Loads, Drift & Irregularities
05 Lateral Force Resisting System
06 Diaphragms, Chords & Collectors
07 Footings, Piers & Foundation Walls
08 Architectural Elements
09 Cladding Support
DC
GL
GF
LAT
LFRS
DCC
FTG
AE
CLAD
1 - 09
1 - 15
1 - 65
1 - 27
1 - 28
1 - 99
1 - 51
1 - 16
1 - 18
10 Supplemental Calculations S 1-17
DESIGN CRITERIA
1. Design Criteria
1.1. Governing Building Code .................................. 2021 International Building Code (IBC)
A. Risk Category.............................................. III
1.2. Floor Live Loading
A. Office ........................................................... 50 psf Live Load + 15 psf Partition Load B. Lobbies, Exit Facilities & Corridors ............. 100 psf Live Load C. Mechanical Rooms ..................................... 125 psf Live Load or actual weights, if larger
1.3. Roof Loading
A. Roof Live Load ............................................ 20 psf B. Roof Snow Load ......................................... 22 psf + Drift per IBC
1. Ground Snow Load, Pg .......................... 28 psf
2. Snow Exposure Factor, Ce .................... 1.0
3. Importance Factor, Is ............................. 1.1
4. Thermal Factor, Ct ................................. 1.0 Roof
5. Slope Factor, Cs ..................................... 1.0
C. Roof Rain Load Intensity:
1. 15-min duration/100-year return period, i15 3.6 inches per hour
2. 60-min duration/100-year return period, i60 1.5 inches per hour
1.4. Earthquake
A. Seismic Design Category ............................ D B. Spectral Response Accelerations:
SS = 0.83 g SDS = 0.65 g S1 = 0.25 g SD1 = 0.35 g
C. Site Class .................................................... D (Default) D. Basic Seismic-Force-Resisting System ...... Special Reinforced Masonry Shear Walls
R = 5.0 Ω0 = 2.5 Cd = 3.5 E. Importance Factor, Ie................................... 1.25 F. Redundancy Factor, ρ ................................. 1.0 G. Analysis Procedure ..................................... Equivalent Lateral Force (Static) H. Seismic Design Coefficient, Cs ................... 0.166 I. Design Base Shear ..................................... 68 kips J. Building Seismic Movement:
Level Total Displacement Story Drift
Elastic – δe Inelastic - δ Elastic - Δe Inelastic - Δ
High Roof 0.18 0.72” 0.18 0.72”
Roof 0.01 0.04” 0.01” 0.04”
Base - - - -
1.5. Wind
A. Basic Design Wind Speed, V ...................... 108 mph B. Wind Directionality Factor, Kd ..................... 0.85 C. Ground elevation factor, Ke ......................... 0.82 D. Exposure category ...................................... C E. Internal Pressure Coefficient, GCpi ............. 0.18 F. Topographic Factor, Kzt ............................... 1.0 G. Components and Cladding Design Pressure:
Design Wind Pressure - LRFD (psf)
Location Tributary Area (ft2)
< 10 50 100 > 500
Walls Within 13 ft of building corner 30 26 22 19
All other areas 25 22 21 19
Roof
Within 19ft of building exterior perimeter 70 60 49 33
Between 19 ft and 32 ft of building exterior perimeter
52 45 41 33
All other areas 23 23 23 16
DC 1 of 9
1.6. Foundations
A. The soils report and log of borings was obtained by the Owner for the Engineer's use in the design of the foundation and is not a part of the Contract Documents. This report and log of borings is available for the Contractor's information but is not a warranty of the subsurface conditions. The Contractor may use the report at their own risk.
B. Soils Report by AGEC Applied Geotech, dated October 3, 2025.
C. Soil Bearing Pressure: 2,000 psf on a minimum of 2 feet of compacted fill down to suitable, undisturbed, natural soils D. Increase for seismic or wind loading: 50% E. Frost Depth: 30 inches below grade F. Lateral Soil Pressure Fluid Equivalent Density:
Soil Type Active (increase for seismic)
At-Rest (increase for seismic)
Passive (decrease for seismic)
Sand & Gravel 40 pcf (27 pcf) 55 pcf (12 pcf) 300 pcf (27 pcf)
Clay & Silt 50 pcf (27 pcf) 65 pcf (12 pcf) 250 pcf (27 pcf)
G. Coefficient of Friction ................................. 0.35
1.7. Classification for Fire Rated Construction
A. For the purpose of determining fire-resistive assemblies, the following framing systems shall be considered unrestrained:
1. Single span and simply supported end spans of multiple bays that are supported by bearing walls:
a. Steel beams supporting metal decking.
b. Metal decking.
2. Interior spans of multiple bays supported by bearing walls:
a. Steel beams supporting metal decking.
B. All other steel floor and roof framing members shall be considered restrained.
C. Diagonal members in vertical braced frames shall be considered as secondary members for fireproofing protection.
2. Earthwork
2.1. Soil conditions shall be verified by the Geotechnical Engineer prior to placement of structural fill, floor slabs, and foundations. If soil conditions exist that are different than the soils report, the Structural Engineer shall be notified to re-evaluate the foundation design at additional expense to the owner.
2.2. Clearing: Prior to placing fill or base course, non-engineered fill, topsoil, organics, debris, and other deleterious material shall be removed at least 3 feet beyond the perimeter of the proposed building and flatwork. As a minimum the entire building area shall be scraped to remove the top 4 inches of soil.
2.3. Near surface Fill: The depth of this material is approximately five to ten feet. Do not place any footing on this material.
2.4. Proof Rolling: The natural undisturbed soil below all footings shall be proof rolled prior to placing concrete. Remove all soft spots and completely replace them with compacted structural fill.
2.5. Excavations that extend below ground water level shall be dewatered. The water level should be maintained below the base of the excavation during placement of fill or concrete. Free-draining gravel with less than 5% passing the Number 200 sieve should be used for fill or backfill below the original water level.
2.6. Vibratory Compaction: The natural undisturbed soil below all footings shall be compacted with vibratory compacting equipment in lifts not to exceed the equipment’s capacity prior to placing concrete. Remove all soft spots and replace with compacted structural fill.
DC 2 of 9
BUILDING CODE FOR LIVE LOAD REDUCTION: IBC
Live Load Reduction Method: General
ROOF LOADS:
Consider Snow Loads, Ignore Roof Live Loads
DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION:
Include Roof Levels: No
Include Unreducible Levels: Yes
Include Storage Levels: Yes
SELF-WEIGHT:
Slabs / Decks: Yes
Include half mass of walls above and below
Walls: Yes
Include half mass of columns above and below
Beams: Yes
Columns: Yes
Automatically calculate and include Self-Weight for Story Masses:
Slabs / Decks: Yes
Apply to top of wall
Beams: Yes
Columns: Yes
Walls: Yes
Automatically calculate and include Self-Weight for Member Dead Loads:
05/20/26 12:02:29
Page 1/1
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
RAM Structural System 25.00.02.42
General Criteria DC 3 of 9
ASCE Hazards Report Address:
No Address at This Location
Standard: ASCE/SEI 7-16 Latitude: 38.765586
Risk Category: III Longitude: -112.098102
Soil Class: D - Stiff Soil Elevation: 5379.3308647796575 ft
(NAVD 88)
Wind
Results:
Wind Speed 108 Vmph
10-year MRI 73 Vmph
25-year MRI 79 Vmph
50-year MRI 83 Vmph
100-year MRI 88 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Tue Nov 25 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 5https://ascehazardtool.org/ Tue Nov 25 2025
DC 4 of 9 https://ascehazardtool.org/
SS : 0.833
S1 : 0.247
Fa : 1.167
Fv : N/A
SMS : 0.972
SM1 : N/A
SDS : 0.648
SD1 : N/A
TL : 6
PGA : 0.368
PGA M : 0.453
FPGA : 1.232
Ie : 1.25
Cv : 1.216
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Tue Nov 25 2025
Page 2 of 5https://ascehazardtool.org/ Tue Nov 25 2025
DC 5 of 9 https://doi.org/10.5066/F7NK3C76
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0.25 in.
Concurrent Temperature: 15 F
Gust Speed 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Tue Nov 25 2025
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.
Page 3 of 5https://ascehazardtool.org/ Tue Nov 25 2025
DC 6 of 9
Snow
Mapped Elevation: 5379.3 ft
Data Source: ASCE/SEI 7-16, Table 7.2-8
Date Accessed: Tue Nov 25 2025
In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval).
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.
Page 4 of 5https://ascehazardtool.org/ Tue Nov 25 2025
DC 7 of 9
Rain
Data Source:
Date Accessed:
15-minute Precipitation Intensity: 3.6 in./h
60-minute Precipitation Intensity: 1.5 in./h
NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/)
Tue Nov 25 2025
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.
Page 5 of 5https://ascehazardtool.org/ Tue Nov 25 2025
DC 8 of 9 https://www.nws.noaa.gov/oh/hdsc/
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DC 9 of 9 pf = 0.7*1.1*1.0*28 = 21.6psf
GRAVITY LOADS
Reaveley Engineers
Project Job Ref.
Section Sheet no./rev.
Calc. by
J
Date
12/11/2025
Chk'd by Date App'd by Date
SNOW LOADING
In accordance with ASCE7-16
Tedds calculation version 1.0.12
Building details
Roof type; Flat
Width of roof; b = 176.00 ft
Ground snow load
Ground snow load (Figure 7.2-1); pg = 28.00 lb/ft2
Density of snow; γ = min(0.13 × pg / 1ft + 14lb/ft3, 30lb/ft3) = 17.64 lb/ft3
Surface roughness category (Sect. 26.7); C
Exposure condition (Table 7.3-1); Partially exposed
Exposure factor (Table 7.3-1); Ce = 1.00
Thermal condition (Table 7.3-2); All
Thermal factor (Table 7.3-2); Ct = 1.00
Importance category (Table 1.5-1); III
Importance factor (Table 1.5-2); Is = 1.10
Min snow load for low slope roofs (Sect 7.3.4); pf_min = Is × 20 lb/ft2 = 22.00 lb/ft2
Flat roof snow load (Sect 7.3); pf = 0.7 × Ce × Ct × Is × pg = 21.56 lb/ft2
Roof projection drifts
Max height of obstruction; hobs = max(h1_obs, h2_obs) = 10.00 ft
Width of obstruction; bobs = 50.00 ft
Distance from LHS eaves; b1_obs = 5.00 ft
Distance from RHS eaves; b2_obs = 121.00 ft
Balanced snow load height; hb = pf / γ = 1.22 ft
Height from balance load to top of projection; hc_obs = hobs - hb = 8.78 ft
Length of lower roof; ll_obs = max(b1_obs, b2_obs) = 121.00 ft
Drift height windward drift; hd_l_obs = √(Is) × 0.75 × (0.43 × (max(20 ft, ll_obs) × 1ft2)1/3 × (pg / 1lb/ft2 +
10)1/4 - 1.5ft) = 2.97 ft
Drift height; hd_obs = min(hd_l_obs, hobs - hb) = 2.97 ft
Drift width; Wd_obs = min(4 × hd_l_obs, 8 × (hobs - hb)) = 11.90 ft
Drift surcharge load; pd_obs = hd_obs × γ = 52.46 lb/ft2
GL 1 of 15
Section Sheet no./rev.
Calc. by
J
Date
12/11/2025
Chk'd by Date App'd by Date
176'
Roof elevation
Balanced load 22.0 psf
5'
74.5 psf
52.4 psf
11' 10.7"
74.5 psf
22.0 psf
Obstruction
Drift calculations
Balanced snow load height; hb = pf / γ = 1.22 ft
Length of upper roof; lu = 50.00 ft
Length of lower roof; ll = 121.00 ft
Height diff between uppper and lower roofs; hdiff = 10.00 ft
Height from balance load to top of upper roof; hc = hdiff - hb = 8.78 ft
Drift height leeward drift; hd_l = min(√(Is) × (0.43 × (max(20 ft, lu) × 1ft2)1/3 × (pg / 1lb/ft2 + 10)1/4 -
1.5ft),0.6 × ll) = 2.55 ft
Drift height windward drift; hd_w = 0.75 × √(Is) × (0.43 × (max(20 ft, ll) × 1ft2)1/3 × (pg / 1lb/ft2 + 10)1/4 -
1.5ft) = 2.97 ft
Maximum lw/ww drift height; hd_max = max(hd_w, hd_l) = 2.97 ft
Drift height; hd = min(hd_max, hc) = 2.97 ft
Drift width; Wd = min(4 × hd_max, 8 × hc) = 11.90 ft
Drift surcharge load; pd = hd × γ = 52.46 lb/ft2
GL 2 of 15
Section Sheet no./rev.
Calc. by
J
Date
12/11/2025
Chk'd by Date App'd by Date
11' 10.7"
74.0 psf
21.6 psf
Elevation on snow drift
GL 3 of 15
Floor Type: LOW ROOF
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 1/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
RAM Steel 25.00.02.42
Floor Map GL 4 of 15
1 1.5 2 3 3.9 4 5 0
D
C
B
A
L1L1
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 2/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 5 of 15
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf
01 TYP ROOF 15.0 5.0 20.0 Roof 0.0 0.0 12.0
Line Loads
Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft
L1 01 - TYP 6' MAS PAR 0.000 0.000 0.360 Unreducible 0.000 0.000 0.360
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 3/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 6 of 15
05/04/26 17:17:38
Page 1/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 7 of 15
M1 M2
M3
M1
M2
M3
1 1.5 2 3 3.9 4 5 0
D
C
B
A
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 2/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 8 of 15
Snow Loads
Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf
01 TYP SNOW Constant 22.000 --- ---
02 SND-01 Drift 75.000 75.000 22.000
02 SND-01 Drift 75.000 75.000 22.000
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 3/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 9 of 15
Floor Type: ROOF
05/04/26 17:17:38
Page 1/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 10 of 15
C
B
A
L
L1 L1 L1 L1 L1
L
L
L1L1L1L1L1
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 2/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 11 of 15
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf
01 TYP ROOF 15.0 5.0 20.0 Roof 0.0 0.0 12.0
Line Loads
Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft
L1 01 - TYP 6' MAS PAR 0.000 0.000 0.360 Unreducible 0.000 0.000 0.360
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 3/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 12 of 15
05/04/26 17:17:38
Page 1/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 13 of 15
C
B
A
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 2/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 14 of 15
Snow Loads
Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf
01 TYP SNOW Constant 22.000 --- ---
Steel Code: AISC360-16 LRFD
05/04/26 17:17:38
Page 3/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GL 15 of 15
GRAVITY FRAMING
DataBase: Snow College Washburn Addition v03 05/11/2026 22:09:20
GF 1 of 64
TABLES SELECTED:
Master Steel Table: ramaisc
Default Steel Table: ramaisc
Alternate Steel Table: reacomp
UNBRACED LENGTH:
Use Cb=1 for all Cantilevers
Calculate Cb for all Simple Span Beams
Deck Perpendicular to Beam Braces flange
Deck Parallel to Beam does not Brace flange
Noncomposite/Precomposite Beam Design:
Do Not Consider Point of Inflection as Brace Point
Check Unbraced Length
SPAN/DEPTH CRITERIA:
Maximum Span/Depth Ratio (ft/ft): 28.00
COMPOSITE IEFF:
Do Not Reduce Ieff per AISC 360 Commentary
DEMAND/CAPACITY LIMITS:
Strength Deflection
Steel Beam: 1.000 1.000
C-Beams: 1.000 1.000
DEFLECTION CRITERIA:
Dead Load: 0.0 0.0
Live Load: 360.0 0.0
Noncomposite
Dead Load: 0.0 0.0
Live Load: 360.0 0.0
Total Load: 240.0 0.0
Shored
Total (Init+Superimp-Camber): 240.0 0.0
Live Load: 360.0 0.0
Total Superimposed: 240.0 0.0
Initial (Construction Load): 280.0 0.0
Post Composite
Unshored
Default Criteria L/d Δ (in)
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Design Criteria GF 2 of 64
Note: 0.0 indicates No Limit
Dead Load: 0.0 0.0
Live Load: 600.0 0.0
Total Load: 240.0 0.0
Noncomposite
Dead Load: 0.0 0.0
Live Load: 600.0 0.0
Total Load: 240.0 0.0
Shored
Total (Init+Superimp-Camber): 240.0 0.0
Live Load: 360.0 0.0
Total Superimposed: 600.0 0.0
Initial (Construction Load): 280.0 0.0
Post Composite
Unshored
L/600 Criteria L/d Δ (in)
Total Load: 240.0 0.0
CAMBER CRITERIA FOR COMPOSITE BEAMS:
Maximum Camber (in): 4.000
Minimum Camber (in): 0.750
Camber Increment (in): 0.250
(For Unshored Composite the specified % of
Construction DL is used)
Percent of Dead Load used for Camber: 85.00
Do not Camber Beams with Cantilevers
Do not Camber Beams with Depth > 100.0 in
Do not Camber Beams with Depth < 14.0 in
Do not Camber Beams with Weight > 1000.0 lbs/ft
Do not Camber Beams with Weight < 24.0 lbs/ft
Do not Camber Beams with Span < 20.0 ft
CAMBER CRITERIA FOR NONCOMPOSITE BEAMS:
Do not Camber
STUD CRITERIA:
Minimum % of Full Composite Allowed - Short Span: 25.00
Maximum % of Full Composite Allowed: 95.00
Stud Distribution: Use Optimum
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Design Criteria GF 3 of 64
Enforce AISC 360-16 Commentary I3.2d(1) for Spans greater than 30'
Ductility of Shear Connection:
Maximum Stud Spacing - Deck Not Parallel: Per Code
Maximum Stud Spacing - Deck Parallel: Per Code
Minimum Flange Width for 3 Rows of Studs (in): 8.500
Minimum Flange Width for 2 Rows of Studs (in): 5.500
Maximum Rows of Studs Allowed: 3
Long Span Defined as Span Greater Than: 30.00 ft
Minimum % of Full Composite Allowed - Long Span: 50.00
WEB OPENING CRITERIA:
Allow Stiffeners on Two Sides of web
Allow Stiffeners on One Side of web
Increment of Length (in): 1.000
Increment of Thickness (in): 0.125
Increment of Width (in): 0.250
Minimum Thickness (in): 0.250
Minimum Width (in): 1.000
Stiffener Dimensions
Stiffener Fy (ksi): 36.000
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Design Criteria GF 4 of 64
Floor Type: LOW ROOF Beam Numbers
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 5 of 64
C
B
A
8 9
Steel Code: AISC360-16 LRFD
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Page 2/2
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 6 of 64
Floor Type: LOW ROOF Beam Designs
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Page 1/2
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 7 of 64
C
B
A
W8x10
W12x14
W x
W x
W x
W12x14
W x
W x
W x
W14x22
W10x12
W x
W x
W16x31
W12x16
W x
W x
W x
W14x22
W10x12
W8x10
W8x10
W8x10
W x
W8x10
W8x10
W8x10
W14x22
W x
W x
W x
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 8 of 64
05/11/26 21:49:39
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 9 of 64
C
B
A
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 10 of 64
Decks: Deck Label Deck Type Slab Action Orientation
N DECK Noncomposite One-Way 0.00 degrees
N DECK Noncomposite One-Way 90.00 degrees
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 11 of 64
Floor Type: ROOF Beam Numbers
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 12 of 64
C
B
A
4 18
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 13 of 64
Floor Type: ROOF Beam Designs
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 14 of 64
C
B
A
W8x10
W8x10
W x
W8x10
W8x10
W8x10
W x
W12x14
W12x14
W12x14
W12x14
W14x22
W12x14
W8x10
W16x26
W12x14
W x
W12x14
W12x14
W12x14
W12x14
W14x22
W8x10
W8x10
W8x10
W8x10
W8x10
W8x10
W24x76
W12x14
W27x84
W12x16
W12x16
W12x16
W30x99
W8x10
W x
W8x10
W8x10
W8x10
W x
W x
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 15 of 64
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Page 1/3
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 16 of 64
C
B
A
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 17 of 64
Decks: Deck Label Deck Type Slab Action Orientation
N DECK Noncomposite One-Way 90.00 degrees
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Floor Map GF 18 of 64
STEEL BEAM DESIGN SUMMARY:
Demand/Capacity Limits for: Strength: 1.000 Deflection: 1.000
Floor Type: ROOF
Beam # Length +Mu -Mu ΦMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi
2 39.33 155.8 0.0 246.9 50.0 W18X40 u
3 13.33 0.0 -311.8
39.33 254.9 -311.8 1170.0 50.0 W30X99 u
4 5.08 2.9 0.0 32.9 50.0 W8X10 u
5 11.50 14.8 0.0 32.9 50.0 W8X10 u
6 23.88 32.8 -427.7 1017.0 50.0 W30X99 u
15.50 0.0 -427.7
9 13.33 0.0 -581.5
39.33 187.4 -581.5 1927.5 50.0 W33X141 u
10 23.88 3.5 -468.4 772.8 50.0 W27X84 u
15.50 0.0 -468.4
11 23.88 45.4 -199.1 597.5 50.0 W24X76
15.50 0.0 -199.1
12 39.33 216.7 0.0 420.8 50.0 W24X55 u
13 13.33 25.0 0.0 502.5 50.0 W24X55 u
14 11.50 13.6 0.0 124.5 50.0 W14X22 u
15 23.70 58.0 0.0 165.8 50.0 W16X26 u
16 20.58 43.4 0.0 124.5 50.0 W14X22 u
18 23.25 32.8 0.0 65.2 50.0 W12X14 u
19 23.70 34.1 0.0 65.2 50.0 W12X14 u
20 11.50 7.9 0.0 32.9 50.0 W8X10 u
21 15.50 17.1 0.0 32.9 50.0 W8X10 u
22 15.50 17.1 0.0 32.9 50.0 W8X10 u
23 15.50 17.1 0.0 32.9 50.0 W8X10 u
24 15.50 11.7 0.0 32.9 50.0 W8X10 u
25 23.88 28.2 0.0 65.2 50.0 W12X14 u
26 11.50 6.5 0.0 32.9 50.0 W8X10 u
27 23.70 27.8 0.0 65.2 50.0 W12X14 u
28 20.58 20.9 0.0 65.2 50.0 W12X14 u
29 5.34 1.4 0.0 32.9 50.0 W8X10 u
30 2.67 0.4 0.0 32.9 50.0 W8X10 u
31 23.88 41.2 0.0 75.4 50.0 W12X16 u
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Summary GF 19 of 64
32 11.50 9.4 0.0 32.9 50.0 W8X10 u
33 23.70 40.4 0.0 65.2 50.0 W12X14 u
34 23.25 38.9 0.0 65.2 50.0 W12X14 u
35 2.67 0.5 0.0 32.9 50.0 W8X10 u
36 23.88 41.2 0.0 75.4 50.0 W12X16 u
37 11.50 9.4 0.0 32.9 50.0 W8X10 u
38 23.70 40.4 0.0 65.2 50.0 W12X14 u
39 23.25 38.9 0.0 65.2 50.0 W12X14 u
40 2.67 0.5 0.0 32.9 50.0 W8X10 u
41 23.88 41.2 0.0 75.4 50.0 W12X16 u
42 11.50 9.4 0.0 32.9 50.0 W8X10 u
43 23.70 40.4 0.0 65.2 50.0 W12X14 u
44 23.25 38.9 0.0 65.2 50.0 W12X14 u
45 2.67 0.5 0.0 32.9 50.0 W8X10 u
46 29.00 76.9 0.0 233.2 50.0 W18X40 u
Floor Type: LOW ROOF
Beam # Length +Mu -Mu ΦMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi
1 20.58 27.8 0.0 42.0 50.0 W12X14 u
2 23.70 35.2 0.0 37.6 50.0 W12X14 u
3 11.50 9.2 0.0 46.9 50.0 W10X12 u
4 23.88 35.9 0.0 45.4 50.0 W12X16 u
5 15.88 16.9 0.0 46.9 50.0 W10X12 u
7 11.17 16.6 0.0 124.5 50.0 W14X22 u
8 4.71 1.7 0.0 124.5 50.0 W14X22 u
9 23.88 88.8 0.0 164.7 50.0 W16X31
10 11.50 21.7 0.0 124.5 50.0 W14X22 u
17 11.84 13.8 0.0 32.9 50.0 W8X10 u
18 11.84 14.0 0.0 32.9 50.0 W8X10 u
19 11.84 14.0 0.0 32.9 50.0 W8X10 u
20 11.84 10.3 0.0 32.9 50.0 W8X10 u
21 11.84 14.1 0.0 32.9 50.0 W8X10 u
22 11.84 14.1 0.0 32.9 50.0 W8X10 u
24 11.84 11.4 0.0 32.9 50.0 W8X10 u
25 11.84 13.9 0.0 32.9 50.0 W8X10 u
26 11.84 12.1 0.0 32.9 50.0 W8X10 u
27 11.84 12.2 0.0 32.9 50.0 W8X10 u
28 11.84 14.1 0.0 32.9 50.0 W8X10 u
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Summary GF 20 of 64 u after Size denotes this size has been assigned by the User.
# after Size denotes beam failed deflection criteria.
* after Size denotes beam failed stress/capacity criteria.
29 5.08 2.0 0.0 32.3 50.0 W8X10 u
30 11.00 9.2 0.0 32.9 50.0 W8X10
31 11.84 5.9 0.0 32.9 50.0 W8X10
32 11.84 13.3 0.0 32.9 50.0 W8X10
52 11.17 11.9 0.0 32.9 50.0 W8X10
53 11.16 11.9 0.0 32.9 50.0 W8X10
54 11.16 11.9 0.0 32.9 50.0 W8X10
55 11.16 11.9 0.0 32.9 50.0 W8X10
56 11.16 11.9 0.0 32.9 50.0 W8X10
57 11.16 11.9 0.0 32.9 50.0 W8X10
58 17.75 27.8 0.0 32.4 50.0 W10X12
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Summary GF 21 of 64
Size Capacity Comments
MC8X8.5 20.94
MC8 33.79
MC9 33.79
MC10X6.5 17.78
MC10X8.4 19.89
MC10 33.79
MC12X10.6 33.34
MC12X14.3 43.87
MC12 58.72
MC13 58.72
MC18 97.87
C8X11.5 25.74
C8 33.79
C9X13.4 27.26
C9X15 33.34
C9 33.79
C10X15.3 28.08
C10 33.79
C12X20.7 49.49
C12 58.72
C15 78.30
W8X10 19.89
W8X13 26.91
User Defined Allowable Connection Values - Factored (kips):
on.
Engineer must verify that the standard number of bolts will fit in the connecti
First bolt is located 2.1/2" from top of steel. Top coped shall be limited to 1 a = 3" Max (see AISC figure 10-11)
Shear tabs: A36 (3/8" thick)
Designed per 15th ed. AISC pgs 10-87 to 10-91 ot excluded (A325N) in Std or SSLT holes.
Single shear tab connection FACTORED capacities using 7/8" dia bolts, threads n
Connection Table File Name: C:\ProgramData\Bentley\Engineering\RAM Structural
System\Tables\\AISC15th LRFD SS875 2020‑08‑28.con
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Connection Check GF 22 of 64
W8X15 28.66
W8X18 26.91
W8X21 29.25
W8X24 28.66
W8X28 33.34
W8X31 33.34
W8 33.79
W10X12 22.23
W10X15 26.91
W10X17 28.08
W10X19 29.25
W10X22 28.08
W10X26 30.42
W10 33.79
W12X14 35.10
W12X16 38.61
W12X19 41.24
W12X22 45.63
W12X26 40.36
W12X30 45.63
W12X35 52.65
W12X40 51.77
W12 58.72
W14X22 40.36
W14X26 44.75
W14X30 47.38
W14X34 50.02
W14X38 54.40
W14X43 53.53
W14 58.72
W16X26 58.50
W16X31 64.35
W16X36 69.03
W16X40 71.37
W16 78.30
W18X35 87.75
W18X40 92.14
W18 97.87
W21 97.87
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Connection Check GF 23 of 64
W24 117.45
W27 137.02
W30 156.60
W33 175.30
W36 193.53
W40 211.75
W44 229.98
0.00
Load Combinations:
1 1.4DL
2 1.2DL+1.6LL
Floor Type: ROOF
Number of Warnings = 0
Floor Type: LOW ROOF
Frame beams are not checked.
Beams with cantilevers are not checked at supports under cantilevers.
Notes:
Number of Warnings = 0
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Beam Connection Check GF 24 of 64
DEFAULT SPLICE LEVELS:
Level Splice
ROOF Y
LOW ROOF N
DEMAND/CAPACITY LIMIT FOR STRENGTH:
Baseplates: 1.000
Columns: 1.000
DESIGN DEFAULTS:
Skip-load the Live Load around Column between column sides for calculating unbalanced moments: 30.0 deg.
Maximum Angle from column axis at which beam reaction is not split
STANDARD COLUMN TRIAL GROUPS:
Trial Group 1 Trial Group 2 Trial Group 3
I Section W14 W12 W10
Rect. HSS HSS6X6 HSS5X5 HSS4X4
Round HSS HSS6 HSS5 HSS4
HANGING COLUMN TRIAL GROUPS:
Trial Group 1 Trial Group 2 Trial Group 3
I Section W14 W12 W10
Rect. HSS HSS22X22 HSS20X20 HSS18X18
Round HSS HSS20 HSS18 HSS16
Channel C15 C12 C10
Tee WT22 WT20X16 WT20X12
Flat Bar FlatBar FlatBar FlatBar
Round Bar RoundBar RoundBar RoundBar
Single Angle L12X12 L10X10 L8X8
Double Angle 2L12X12 2L10X10 2L8X8
COLUMN BRACING:
Maximum Angle from column axis for which beam braces column: 60.0 deg.
Deck Does Not Brace Column
BASE PLATES:
Plate Fy (ksi) ..................................................................................................................... 36.000
Minimum Dimension From Face of Column to Edge of Plate (in) .................................. 3.000
Minimum Dimension From Side of Column to Edge of Plate (in) .................................. 1.000
Increment of Plate Dimensions (in) ................................................................................ 1.000
Increment of Plate Thickness (in) ................................................................................... 0.125
Design Code: AISC360-16 LRFD
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Gravity Column Design Criteria GF 25 of 64
Minimum Footing Dimension Parallel to Web (;) .......................................................... 3.00
Minimum Footing Dimension Perpendicular to Web (;) ............................................... 3.00
Keep Base Plate Square:.................................................................................................. N
Steel Code: AISC360-16 LRFD
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Gravity Column Design Criteria GF 26 of 64
DataBase: Snow College Washburn Addition v03 05/11/2026 22:04:15
GF 27 of 64
DEMAND/CAPACITY LIMIT FOR STRENGTH : 1.000
Column Line 1-C
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
ROOF 18.6 2.3 -5.6 1 0.46 Eq H1-1a 0.0 50 HSS6X6X1/4
LOW ROOF 19.0 1.5 -3.6 1 0.40 Eq H1-1a 0.0 50 HSS6X6X1/4
Column Line 1-B
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
ROOF 12.3 0.0 5.1 1 0.50 Eq H1-1a 0.0 50 HSS5X5X1/4
LOW ROOF 12.6 0.0 3.2 1 0.45 Eq H1-1a 0.0 50 HSS5X5X1/4
Column Line 7.42ft-36.33ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
ROOF 2.1 -0.7 0.0 1 0.07 Eq H1-1b 0.0 50 HSS4X4X1/4
LOW ROOF 6.6 -0.1 -1.6 1 0.18 Eq H1-1b 0.0 50 HSS4X4X1/4
Column Line 1.5-C
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
ROOF 58.9 0.0 0.0 1 0.92 Eq Axial 0.0 50 HSS6X6X1/4
LOW ROOF 59.3 0.0 0.0 1 0.93 Eq Axial 0.0 50 HSS6X6X1/4
Column Line 1.5-B
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
ROOF 21.0 0.0 8.7 1 0.38 Eq H1-1b 0.0 50 HSS5X5X1/4
LOW ROOF 26.7 0.0 -0.8 1 0.34 Eq H1-1a 0.0 50 HSS5X5X1/4
Column Line 1.5-A
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
LOW ROOF 12.6 0.3 1.5 1 0.39 Eq H1-1a 0.0 50 HSS4X4X1/4
Column Line 2-A
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
LOW ROOF 10.1 -1.1 1.3 1 0.36 Eq H1-1a 0.0 50 HSS4X4X1/4
Column Line 3-A
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
LOW ROOF 10.1 1.1 1.3 1 0.36 Eq H1-1a 0.0 50 HSS4X4X1/4
Column Line 3.9-C
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Steel Code: AISC360-16 LRFD
05/11/26 22:05:42
Page 1/2
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Gravity Column Design Summary GF 28 of 64
ROOF 116.3 0.0 0.0 1 0.94 Eq Axial 0.0 50 HSS6X6X5/8
LOW ROOF 117.1 0.0 0.0 1 0.95 Eq Axial 0.0 50 HSS6X6X5/8
Column Line 3.9-B
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
ROOF 66.0 -2.6 -0.7 4 0.54 Eq H1-1a 0.0 50 HSS5X5X1/4
LOW ROOF 80.2 -2.8 -0.8 1 1.05 Eq H1-1a 0.0 50 HSS5X5X1/4
Column Line 3.9-A
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
LOW ROOF 11.3 -0.9 1.5 1 0.39 Eq H1-1a 0.0 50 HSS4X4X1/4
Column Line 5-B
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
LOW ROOF 6.8 -1.3 -0.2 1 0.38 Eq H1-1a 0.0 50 HSS4X4X1/8
Column Line 5-A
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
LOW ROOF 4.4 -0.9 0.7 1 0.14 Eq H1-1b 0.0 50 HSS4X4X1/4
Steel Code: AISC360-16 LRFD
05/11/26 22:05:42
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Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Gravity Column Design Summary GF 29 of 64
BASE PLATES:
(ksi) (in) (in) (in)
1-C HSS6X6X1/4 36 12.00 8.00 0.375
1-B HSS5X5X1/4 36 11.00 7.00 0.375
7.42ft-36.33ft HSS4X4X1/4 36 10.00 6.00 0.375
1.5-C HSS6X6X1/4 36 12.00 8.00 0.625
1.5-B HSS5X5X1/4 36 11.00 7.00 0.500
1.5-A HSS4X4X1/4 36 10.00 6.00 0.375
2-A HSS4X4X1/4 36 10.00 6.00 0.375
3-A HSS4X4X1/4 36 10.00 6.00 0.375
3.9-C HSS6X6X5/8 36 12.00 8.00 0.875
3.9-B HSS5X5X1/4 36 11.00 7.00 0.875
3.9-A HSS4X4X1/4 36 10.00 6.00 0.375
5-B HSS4X4X1/8 36 10.00 6.00 0.375
5-A HSS4X4X1/4 36 10.00 6.00 0.250
Column Line Column Size Fy N B tp
Plate Fy (ksi) ..................................................................................................................... 36.000
Minimum Dimension From Face of Column to Edge of Plate (in) .................................. 3.000
Minimum Dimension From Side of Column to Edge of Plate (in) .................................. 1.000
Increment of Plate Dimensions (in) ................................................................................ 1.000
Increment of Plate Thickness (in) ................................................................................... 0.125
Minimum Footing Dimension Parallel to Web (2) .......................................................... 3.00
Minimum Footing Dimension Perpendicular to Web (2) ............................................... 3.00
Keep Base Plate Square:.................................................................................................. N
Design Code: AISC360-16 LRFD
Steel Code: AISC360-16 LRFD
05/11/26 22:07:13
Page 1/1
Building Code: IBC
DataBase: Snow College Washburn Addition v03
Reaveley Engineers
Base Plate Design Summary GF 30 of 64
WASHBURN ADDITION
A A
CC
BB
5' - 6" 48' - 0" 11' - 0" 27' - 2" 12' - 6"
104' - 2"
4" THICK CONCRETE SLAB
ON GRADE OVER 4" GRAVEL
W/CONSTRUCTION/
CONTROL JOINTS @ 10'-0"
O.C.E.W., TYPICAL
EXISTING WALLS AND
FOOTINGS NORTH OF
GRIDLINE A UNLESS
OTHERWISE NOTED
EXISTING WALLS AND
FOOTINGS EAST OF
GRIDLINE 5 UNLESS
OTHERWISE NOTED
S S
S S
TOF = 96' - 0"
TOF = 98' - 0"
S S
TOF = 96' - 0"
TOF = 98' - 0"
STEP FOOTING TO
MATCH EXISTING
FOOTING ELEVATION
STEP FOOTING TO
MATCH EXISTING
FOOTING ELEVATOIN
(E)TOF = 93' - 4"
TYP, UNO
TOF = 93' - 4"
TOF = 93' - 4"
S
NEW FOOTING TO
MATCH EXISTING
FOOTING ELEVATION
TOF = 98' - 0"
TYP AT
EXTERIOR
S
FC3.0
F C
3.
F C
3.
CP-1
CP-1
CP-1
CP-1 CP-1
CP-1
CP-1 F
S
5.
F S
5.
F S
5.
FS7.0
F S
3.
FS3.0FS3.0FS3.0FS3.0FS3.0
FS5.0
FS5.0 FS6.0FS5.0
D D
C J
CJ
C J
CJ
FS5.0
MW-1 ABV
M W
-1
M W
-1 A
B V
MW-1
M W
-1
MW-1
MW-1
M W
-1
MW-1
M W
-1
M W
-1 M W
-1
M W
-1CFW-1
C F
W -2
CFW-2
C
F W
-1
CFW-2
C F
W -2
CFW-2
C F
W -2
C F
W -1
C F
W -1
CFW-1
CFW-2
C F
W -2
C F
W -1
C F
W -2
CFW-1
C F
W -1
C F
W -1
MW-1
M W
-1 A
B V
F C
2.
FC2.0
FC1.5
CFW-1
FC1.5
CFW-1
FC1.5
F C
1.
FC2.0
F C
2.
F C
2.
FC2.0
F C
1.
FC1.5
C F
W -1
F C
1.
C F
W -1
F C
1.
C F
W -1
F C
1.
C F
W -1
F C
1.
C F
W -1
C F
W -1
C F
W -1
C F
W -1
F C
1.
F C
1.
F C
2.
FC2.0
F C
2.
F C
2.
CFW-1
FC2.0FC2.0
FC2.0
MW-1
FC2.0
F C
1.
F C
1.
C2
SB502
C1
SB502
C1
SB503B2
SF514
B1
SB514
C1
SB514
1. SEE ARCHITECTURAL, CIVIL AND LANDSCAPE
DRAWINGS FOR EXTERIOR CONCRETE RETAINING
AND / OR SITE WALLS NOT SHOWN ON THE
STRUCTURAL DRAWINGS.
2. SEE TYPICAL STEP DETAIL AT CONTINUOUS
FOOTING FOR REINFORCING REQUIREMENTS
. SEE FOR TYPICAL EXTERIOR
TO INTERIOR FOOTING STEP DETAIL.
3. PROVIDE REINFORCEMENT AT WALL ENDS,
INTERSECTIONS AND OPENINGS PER TYPICAL
DETAILS AND .
4. DOWEL ALL CONCRETE WALLS TO FOOTING PER
TYPICAL DETAIL .
5. PROVIDE COMPACTED STRUCTURAL FILL UNDER
ALL CONCRETE FOOTINGS PER TYPICAL DETAIL
FOOTING & FOUNDATION PLAN NOTES
/SB501C1 /SB514B2
/SB601C1 /SB601B1
/SB501C2
/SB502B1
SLAB ON GRADE PLAN NOTES
1. ALL SLABS ON GRADE SHALL BE 4 INCHES THICK,
UNLESS NOTED OTHERWISE. SEE TYPICAL
CONCRETE SLAB ON GRADE PROFILE DETAIL
FOR SUBGRADE REQUIREMENTS.
2. SEE ARCHITECTURAL, CIVIL AND LANDSCAPE
DRAWINGS FOR EXTERIOR CONCRETE WORK AT
DOORS, SIDEWALKS, ETC.
3. SEE ARCHITECTURAL DRAWINGS AND FINISH
SCHEDULE FOR SLAB DEPRESSIONS, SLOPES TO
DRAINS AND SLAB AREAS TO RECEIVE FLOOR TILE.
4. SEE TYPICAL CONCRETE SLAB ON GRADE DETAILS
FOR CONSTRUCTION JOINTS, CONTROL JOINTS AND
ADDITIONAL SLAB REINFORCING .
5. SUBMIT SLAB ON GRADE CONTROL JOINT PLAN
FOR REVIEW.
6. PROVIDE HOUSEKEEPING PADS AND CURBS PER
DETAIL . VERIFY DIMENSIONS AND
LOCATIONS OF CURBS AND PADS WITH MECHANICAL
AND EQUIPMENT SUPPLIER.
/SB501A1
/SB501A3
MASONRY WALL NOTES
1. TERMINATE HORIZONTAL REINFORCEMENT AT
CONTROL JOINTS IN MASONRY WALLS PER DETAIL
2. PROVIDE ADDITIONAL HORIZONTAL AND
VERTICAL REINFORCING AT WALL CORNERS, EDGES
OF OPENINGS, WALL ENDS, AND WALL
INTERSECTIONS PER
3. SEE FOR TYPICAL REINFORCING
AROUND MISCELLANEOUS OR RECESSED MASONRY
WALL OPENINGS.
4. SEE FOR REQUIRED ADDITIONAL
DUCTILITY REINFORCING IN LOAD BEARING
MASONRY WALLS.
/SB612B2
/SB611C1
/SB612A2
/SB611A1
EXISTING BUILDING NOTES
1. THE CONTRACTOR SHALL FIELD VERIFY ALL
EXISTING CONDITIONS PRIOR TO DETAILING,
FABRICATING, ERECTING OR INSTALLING ANY
STRUCTURAL ELEMENT. ALL DISCREPANCIES SHALL
BE BROUGHT TO THE ATTENTION OF THE DESIGN
TEAM IN A TIMELY MANNER SUCH THAT WORK WILL
NOT BE DELAYED.
2. THE CONTRACTOR SHALL PROVIDE ADEQUATE
SHORING OF EXISTING STRUCTURE DURING
CONSTRUCTION.
(801) 355-5915
PROJECT
REVISIONS
54321
D
C
B
A
NOT F
OR C
ONSTRUCTIO
N***
54321
/1
/2
:5 :5
P
M SB101
FOOTING &
FOUNDATION
PLAN
25-026
NOT FOR
CONSTRUCTION
2025-01-01
W A
S H
B U
R N
B U
IL
D
IN
G
E N
T R
A N
C E
A D
D
IT
IO
N
W
S
R
IC
H F
IE
L D
U
T A
H
SCALE:SB101 1/8" = 1'-0"
A1 FOOTING AND FOUNDATION PLAN
N
NO. DATE DESCRIPTION
GF 31 of 64
GRID B 2-3
(SC-1)
G R
ID
C (S
C -2
G R
ID
C (S
C -3
G R
ID
C -D
(S C
-4
GRID D 5-6
SC-11
G R
ID
D -C
.5 (S
C -5
G R
ID
C -D
(S C
-7
G R
ID
C -D
(S C
-8
GRID D 1-2
(SC-10)
G R
ID
B -A
(S C
-6
DOOR
JAMB 1
DOOR
JAMB 2
COLUMN 1
DOOR
JAMB 3
COLUMN 3
COLUMN 2
COLUMN 4
DOOR
JAMB 4
COLUMN 5
COLUMN 1
G R
ID
B (S
C -9
4'-10"
6'-1 1/2"
3' -1
/2
3'
-1
/2
'-9
/4
2' -3
/2
3'-7"
0'-11 3/4"
Wall/Pier Summary Worksheet
Project: Engineer:
Fp: 0.75 xWeight Material Strength, f'm: Load Combination Factors Seismic
CMU 2000 psi f1: 0.5 SDS 0.65
Brick 2000 psi f2: 0.2 Ie 1.25 ka 2.00
Masonry Desnity: Medium Weight (125pcf)
Input un-factored loads
Ref. Total Unbraced Wall Wind
Area Location Calc. Height Height Width H1 H2 Weight Load Trib. DL SL Trib. DL LL Type Wt. Type Wythes Solid Width e DL SL LL
Sheet (ft) (ft) (ft) (ft) (ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) Grout (in.) #L Size Spcg./# Cells (in.) (lbs) (lbs) (lbs)
WALL GRID 2 B-A (SC-6) 1 9 9 78 30 2.5 15 49 Wall 78 8" CMU 1 N 30 2 #4 8 in. O.C. 4 94 304 0
WALL GRID B 2-3 (SC-1) 2 24 9 55 5 11 15 37 Wall 55 8" CMU 1 N 48 1 #5 32 in. O.C. 4 660 1640 0
WALL GRID 1 C-D (SC-8) 3 24 24 55 30 2.65 15 22 Wall 58 8" CMU 1 N 12 2 #5 24 in. O.C. 4 40 59 0
WALL GRID 2 C-D (SC-8) 4 24 24 55 5 12.7 15 22 Wall 58 8" CMU 1 N 12 2 #5 24 in. O.C. 4 190 279 0
WALL GRID D 1-2 (SC-10) 5 24 24 55 30 3.5 15 22 Wall 58 8" CMU 1 N 12 2 #5 24 in. O.C. 4 53 77 0
WALL GRID 3C (SC-2) 6 24 24 55 5 17.6 15 22 Wall 58 8" CMU 1 N 12 2 #5 24 in. O.C. 4 264 388 0
WALL GRID 4C (SC-3) 7 24 24 55 5 17.6 15 22 Wall 58 8" CMU 1 N 12 2 #5 24 in. O.C. 4 264 388 0
WALL GRID 5 C-D (SC-4) 8 9 9 55 30 5.63 15 48.5 Wall 55 8" CMU 1 N 12 1 #5 32 in. O.C. 4 85 273 0
WALL GRID 6 D-C.5 (SC-5) 9 9 9 55 30 5.63 15 48.5 Wall 55 8" CMU 1 N 12 1 #5 32 in. O.C. 4 85 273 0
WALL GRID D 5-6 (SC-11) 10 9 9 55 30 3.75 15 48.5 Wall 55 8" CMU 1 N 12 1 #5 32 in. O.C. 4 57 182 0
WALL GRID 1B (SC-9) 11 24 24 55 30 1.35 15 22 Wall 58 8" CMU 1 N 12 2 #5 24 in. O.C. 4 21 30 0
DOOR JAMB 1 12 24 9 5 0 10 78 5 11 15 37.273 Pier 78 8" CMU 1 N 16 1 #5 1 Cell 0 633 1572 0
DOOR JAMB 2 13 9 9 6 0 7 78 30 2.5 15 48.5 Pier 78 8" CMU 1 N 16 1 #5 1 Cell 0 163 526 0
DOOR JAMB 3 14 9 9 3 0 7 78 30 5.63 15 48.5 Pier 78 8" CMU 1 N 16 1 #5 1 Cell 0 240 773 0
DOOR JAMB 4 15 9 9 3 0 7 78 30 5.63 15 48.5 Pier 78 8" CMU 1 N 16 1 #5 1 Cell 0 240 773 0
COLUMN COL 1 16 24 24 30 1 1140 5880 Pier 78 8" CMU 1 Y 40 2 #5 3 Cells 0 3800 5972 0
COLUMN COL 2 17 9 9 5 1 1100 2800 Pier 78 8" CMU 1 Y 16 2 #5 2 Cells 0 1467 3156 0
COLUMN COL 3 18 9 9 3 0 7 78 5 1 1100 2800 Pier 78 8" CMU 1 N 12 2 #5 1 Cell 0 2750 3467 0
COLUMN COL 4 19 9 9 5 1 660 1200 Pier 78 8" CMU 1 Y 16 2 #5 2 Cells 0 880 1556 0
COLUMN COL 5 20 24 24 30 1 940 4570 Pier 78 8" CMU 1 Y 24 2 #5 2 Cells 0 1880 4746 0
MISC MISC OPENING 21 24 24 6 0 10 58 30 5 15 49 Pier 78 8" CMU 1 Y 32 2 #5 4 Cells 0 425 1389 0
SC Washburn Addition
Reinforcing
Eccentric LoadsRoof LoadsOpening Floor Loads Wall/Pier
Width
U n b ra c e d
H t.
T o ta l H e ig h t.
© Reaveley Engineers
GF 32 of 64
Project:
Fp: 0.75 xWeight
Ref. Total Unbraced
Area Location Calc. Height Height
Sheet (ft) (ft)
WALL GRID 2 B-A (SC-6) 1 9 9
WALL GRID B 2-3 (SC-1) 2 24 9
WALL GRID 1 C-D (SC-8) 3 24 24
WALL GRID 2 C-D (SC-8) 4 24 24
WALL GRID D 1-2 (SC-10) 5 24 24
WALL GRID 3C (SC-2) 6 24 24
WALL GRID 4C (SC-3) 7 24 24
WALL GRID 5 C-D (SC-4) 8 9 9
WALL GRID 6 D-C.5 (SC-5) 9 9 9
WALL GRID D 5-6 (SC-11) 10 9 9
WALL GRID 1B (SC-9) 11 24 24
DOOR JAMB 1 12 24 9
DOOR JAMB 2 13 9 9
DOOR JAMB 3 14 9 9
DOOR JAMB 4 15 9 9
COLUMN COL 1 16 24 24
COLUMN COL 2 17 9 9
COLUMN COL 3 18 9 9
COLUMN COL 4 19 9 9
COLUMN COL 5 20 24 24
MISC MISC OPENING 21 24 24
SC Washburn Addition
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
EW
Concentric
DL WL EL MARK
(lbs) (plf) (plf)
878 75 147 MW-2
4290 20 165 MW-1
696 30 44 MW-3
696 5 44 MW-3
696 30 44 MW-3
696 5 44 MW-3
696 5 44 MW-3
248 30 42 MW-1
248 30 42 MW-1
248 30 42 MW-1
696 30 44 MW-3
4758 20 78 MC-1
936 130 106 MC-1
702 85 92 MC-1
702 85 92 MC-1
3120 100 195 MC-6
468 7 78 MC-3
585 13 73 MC-2
468 7 78 MC-3
1872 60 117 MC-4
4932 170 246 MC-5
H1
H2
Deck Brg.
GF 33 of 64
Project: SC Washburn Addition Engineer:
Ref. Total Unbraced Wall Wind
Area Location Calc. Height Height Width H1 H2 Weight Load Trib. DL SL Trib. DL LL Type Wt. Type Wythes Solid Width e DL SL LL
Sheet (ft) (ft) (ft) (ft) (ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) Grout (in.) #L Size Spcg. (in.) (lbs) (lbs) (lbs)
Eccentric Loads
Reinf.
Opening Roof Loads Floor Loads Wall/Pier
GF 34 of 64
Project: SC Washburn Addition
Ref. Total Unbraced
Area Location Calc. Height Height
Sheet (ft) (ft)
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
EW
Concentric
DL WL EL MARK
(lbs) (plf) (plf)
GF 35 of 64
Ref. Total Unbraced Wall Wind
Area Location Calc. Height Height Width H1 H2 Weight Load Trib. DL SL Trib. DL LL Type Wt. Type Wythes Solid Width e DL SL LL
Sheet (ft) (ft) (ft) (ft) (ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) Grout (in.) #L Size Spcg. (in.) (lbs) (lbs) (lbs)
Opening Roof Loads Floor Loads Eccentric LoadsWall/Pier
Reinf.
GF 36 of 64
Area Location Calc. Height Height
Sheet (ft) (ft)
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
EW
Concentric
DL WL EL MARK
(lbs) (plf) (plf)
GF 37 of 64
Ref. Total Unbraced Wall Wind
Area Location Calc. Height Height Width H1 H2 Weight Load Trib. DL SL Trib. DL LL Type Wt. Type Wythes Solid Width e DL SL LL
Sheet (ft) (ft) (ft) (ft) (ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) Grout (in.) #L Size Spcg. (in.) (lbs) (lbs) (lbs)
Reinf.
Opening Roof Loads Floor Loads Wall/Pier Eccentric Loads
GF 38 of 64
Area Location Calc. Height Height
Sheet (ft) (ft)
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
EW
Concentric
DL WL EL MARK
(lbs) (plf) (plf)
GF 39 of 64
Project:
Fp: 0.75 xWeight
Ref. Total Unbraced
Area Location Calc. Height Height
Sheet (ft) (ft)
WALL GRID 2 B-A (SC-6) 1 9 9
WALL GRID B 2-3 (SC-1) 2 24 9
WALL GRID 1 C-D (SC-8) 3 24 24
WALL GRID 2 C-D (SC-8) 4 24 24
WALL GRID D 1-2 (SC-10) 5 24 24
WALL GRID 3C (SC-2) 6 24 24
WALL GRID 4C (SC-3) 7 24 24
WALL GRID 5 C-D (SC-4) 8 9 9
WALL GRID 6 D-C.5 (SC-5) 9 9 9
WALL GRID D 5-6 (SC-11) 10 9 9
WALL GRID 1B (SC-9) 11 24 24
DOOR JAMB 1 12 24 9
DOOR JAMB 2 13 9 9
DOOR JAMB 3 14 9 9
DOOR JAMB 4 15 9 9
COLUMN COL 1 16 24 24
COLUMN COL 2 17 9 9
COLUMN COL 3 18 9 9
COLUMN COL 4 19 9 9
COLUMN COL 5 20 24 24
MISC MISC OPENING 21 24 24
SC Washburn Addition
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
Engineer: EW
Minimum Footing Size: 2 ft
Bearing Pressure 2000 psf
Max
DCR Axial DCR Deflection AsMax Footing Load Length Width Bearing
(kip) (ft) (ft) DCR
0.10 0.02 0.01 1.3 2.5 2.0 0.1
0.23 0.06 0.01 6.6 4.0 2.0 0.4
0.93 0.11 0.90 0.8 1.0 2.0 0.2
0.95 0.16 0.92 1.2 1.0 2.0 0.3
0.94 0.11 0.90 3.1 1.0 2.0 0.8
0.96 0.19 0.93 1.3 1.0 2.0 0.3
0.96 0.19 0.93 1.3 1.0 2.0 0.3
0.26 0.02 0.01 0.6 1.0 2.0 0.2
0.26 0.02 0.01 0.6 1.0 2.0 0.2
0.25 0.02 0.01 0.5 1.0 2.0 0.1
0.93 0.11 0.90 0.7 1.0 2.0 0.2
0.16 0.18 0.01 7.0 1.3 3.0 0.9
0.30 0.04 0.02 1.6 1.3 2.0 0.3
0.22 0.05 0.01 1.7 1.3 2.0 0.3
0.22 0.05 0.01 1.7 1.3 2.0 0.3
0.74 0.59 0.66 12.9 3.3 2.0 1.0
0.06 0.17 0.01 5.1 1.3 2.0 1.0
0.11 0.42 0.01 6.8 1.0 3.5 1.0
0.06 0.09 0.01 2.9 1.3 2.0 0.5
0.68 0.66 0.62 8.5 2.0 2.5 0.8
0.77 0.35 0.98 6.7 2.7 2.0 0.6
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
Footing
GF 40 of 64
Area Location Calc. Height Height
Sheet (ft) (ft)
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
Engineer: EW
Max
DCR Axial DCR Deflection AsMax Footing Load Length Width Bearing
(kip) (ft) (ft) DCR
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
Footing
GF 41 of 64
Area Location Calc. Height Height
Sheet (ft) (ft)
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
Engineer: EW
Max
DCR Axial DCR Deflection AsMax Footing Load Length Width Bearing
(kip) (ft) (ft) DCR
Footing
GF 42 of 64
Area Location Calc. Height Height
Sheet (ft) (ft)
Wall/Pier Summary Worksheet
IBC - ACI 530/ASCE 5/TMS 402
Engineer: EW
Max
DCR Axial DCR Deflection AsMax Footing Load Length Width Bearing
(kip) (ft) (ft) DCR
Footing
GF 43 of 64
Masonry Wall/Pier - Strength Design
IBC - TMS 402/602
PROJECT NAME: ENGINEER:
LOCATION: 1 WALL GRID 2 B-A (SC-6) DATE:
WALL REINFORCING SEISMIC
Material: 8" CMU Material: ASTM A615 Gr. 60 SDS: 0.65 f'm: 2000 psi Layers: 2 I: 1.25
Wythes: One Thickness:7.625 in. Size: #4 ka: 2.00
Width: 30 in. Spacing: 8 in. o.c. Fp: 51 psf
Solid Grout: d: 5.125 in.
Self Weight: 78 psf Medium Weight (115pcf) Program Assumes Un-Reinforced Cells are Not Grouted
WALL/PIER GEOMETRY
Unbraced Height: 9 ft.
Height Above 0 ft.
UN-FACTORED LOADS 0.5 f1: 0.5 f2: 0.2
Eccentric Loads Concentric Loads Out-of-Plane Loads
Snow (S): 304 lbs Snow (S): 0 lbs Wind (Out): 75 plf
Live (L): 0 lbs Live (L): 0 lbs Wind (In): 75 plf
D…
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