5-4-DA27003-26290480 Structural-Calculations.pdf

STRUCTURAL CALCULATIONS

UTNG CW Wash Rack Project No. 25062

Camp Williams

Bluffdale, Utah

PREPARED FOR:

Architectural Nexus

The attached documents have been prepared for the client listed above and pertain only to the above referenced project. All information attached is the copyright property of Structural Design Studio, Inc. and shall not be reproduced in whole or in part without written permission

2225 E. Murray Holladay Rd., Suite 110 :: Salt Lake City, Utah 84117 :: 801.274.3950 :: structuralds.com

PROJECT DESIGN CRITERIA

General Project Information

Project Name: UTNG CW Wash Rack Client Name: Architectural Nexus

Street Address: Camp Williams Governing Code: 2021 INTERNATIONAL BUILDING CODE (IBC)

City, State: Bluffdale, Utah Risk Category: Risk Category II (All Others)

Project Description:

New CMU pump house for new Wash Rack at Camp Williams. Foundation walls and footing design by Structural Design Studio based on reactions from Pre-engineered Metal Building (PEMB) designer.

Structural Loads and Criteria

LIVE LOADS WIND LOADS SEISMIC LOADS

Roof Live Load: 20 psf Wind Speed: 105 mph Site Classification: Site Class-D (Default)

Floor Live Load: Wind Exposure: Exposure C (All Others) Short Period (Ss): 1.169 g

Flat Roof Snow Load: 28 psf Enclosure: Partially Enclosed Long Period (S1): 0.426 g

Misc. Load: N/A Analysis Method: Directional Design Category: D

Structural Material Properties

SOILS MASONRY CONCRETE

Soil Type: Site Class-D (Default) Compression (f'm): 2000 psi Compression (f'c): 3000 psi

Bearing: 3000 psf Mortar Type: Type S Steel Reinforcing: A615

Sliding: 0.40 Grout: 2000 psi w/c ratio: 0.45

Short Tem Increase: 50% CMU Type: Light Wt Air Content: 6.00%

STEEL WOOD LATERAL FORCE RESISTING SYSTEM

Beams: A992 Sawn Lumber: N/A Special reinforced concrete shear walls

Columns: A500 Glulam Lumber: N/A R-Factor: 5.00

Plates: A36 Sheathing: N/A Omega (Wo): 2.50

Anchor Bolts: F1554-55 All Thread: N/A Amplification (Cd): 5.00

Calculation Set Table of Contents Seal:

This signed engineering seal is intended only for this single project and applies only to the project scope as listed above. This seal only applies to the attached calculation set for this project and applies to no other documentation or aspects of the project.

(c) Structural Design Studio, Inc. G1

General Design Criteria: G1-G9

Pump House Design: P1-P25

Wash Rack Foundation Design: W1-W41

06/18/2026

PROJECT LOADING CRITERIA

UTNG CW Wash Rack

ROOF LOADING

DEAD LOADS LIVE LOADS

Roof System: 3.00 psf Standing seam metal roof Roof Live Load: 20.00 psf

Roof Insulation: 1.20 psf 3" Rigid insulation Flat Roof Snow Load: 28.00 psf

Roof Deck Collateral: Sloped Roof Snow Load: 28.00 psf

Roof Deck: 3.00 psf Steel roof deck Roof Wind Load: 16.00 psf

Elec/Mech/Piping: 5.80 psf Elevation: 4820 ft

Ceiling Finishes: 4.00 psf 5/8" Gypsum Board System

Misc Collateral:

Other: Total Roof Decking DEAD Load: 7.20 psf

Roof Joists: 3.00 psf Total Roof Joist DEAD Load: 20.00 psf

Roof Girders: Total Roof Girder DEAD Load: 20.00 psf

TOTAL LOAD: 20.00 psf

TOTAL MODEL LOAD: 17.00 psf <- When self weight is calculated by software. TOTAL ROOF SEISMIC MASS: 20.00 psf

WALL LOADING

DEAD LOADS

WALL TYPE 1 TOTAL WALL WEIGHT: 65.00 psf

Exterior Finish: 4.00 psf Metal Panel System Wall Height: 14.75 ft

Insulation: 2.00 psf 2" Rigid Insulation Total Wall Mass: 959 plf

Structure: 59.00 psf 8" Medium-weight CMU grout @ 16" OC

Interior Finish: 0.00 psf NONE

Other:

WALL TYPE 2 TOTAL WALL WEIGHT: 53.00 psf

Exterior Finish: 4.00 psf Metal Panel System Wall Height: 14.75 ft

Insulation: 2.00 psf 2" Rigid Insulation Total Wall Mass: 782 plf

Structure: 47.00 psf 8" Medium-weight CMU grout @ 32" OC

Interior Finish: 0.00 psf NONE

Other:

(c) Structural Design Studio, Inc.

G2

Utah Ground Snow Load Map

CW Wash Rack

Latitude: 40.438

Longitude: -111.924

Elevation: 4,692 ft

Ground Snow Load:

36 psf / 1.74 kPa

*This document is not legally binding. The user is urged to verify ground snow load values with the local authority having jurisdiction.

Snow Load (psf)

Map data ©2026 Google Report a map error

These ground snow load values represent 50-year ground snow load estimated value at a 2% probability of exceedance for the location given. The grid used in the map is 3350ft by 3350ft. Elevations for these grid cells were estimated by aggregating data from 100ft by 100ft USGS digital elevation models and may not coincide with the actual site elevation. These predictions are calculated using the process outlined in The Utah Snow Load Study.

Final predictions given are bounded at a lower limit for a minimum ground snow load of 21 psf to meet ASCE 7. Estimated values for snow loads at elevations significantly higher than all nearby stations lead to unreasonably high snow load estimates, therefore, the predictions in the map are not allowed to extend beyond the highest 50-year station ground snow load of 429 psf. Elevations over 9,000 ft are also considered less accurate due to the limited number of stations at these elevations. The results shown in this report have included a warning if the results have reached or exceeded the upper limit.

While great efforts have been made to ensure these predictions are as accurate as possible, designers must use expert judgement to ensure that such predictions are appropriate for their particular project. The SEAU and the authors cannot accept responsibility for prediction errors or any consequences resulting therefrom.

1 Bean, Brennan; Maguire, Marc; and Sun, Yan, "The Utah Snow Load Study" (2018). Civil and Environmental Engineering Faculty Publications. Paper 3589.

Utah State University sites use cookies. By continuing to use this site you accept our privacy and cookie policy. I agree

G3 https://www.google.com/maps/@40.438304,-111.9243296,16z/data=!5m1!1e4!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=40.438304,-111.92433&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=40.438304,-111.92433&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://www.usu.edu/privacy/

SNOW LOADING + DRIFT

Designation: Typical Snow Loads County: Salt Lake

Risk Category: Risk Category II (All Others) Elevation: 4820 ft

Roof Exposure: Fully Exposed Ground Snow Load: 37 psf

Terrain Category: Exposure C (All Others) Roof Slope: 5 deg

Roof Thermal Type: Unheated Roofing Material: All Others

Load Type: Utah Snow Load Study

[[Utah Ground Snow Load Map]]

Ground Snow Load (pg): 37 psf

Exposure Factor (Ce): 0.90 Table 7.3-1

Thermal Factor (Ct): 1.20 Table 7.3-2

Importance Factor (I): 1.00 Table 1.5-2

Flat Roof Snow Load (pf): 28 psf Equation 7.3-1

Sloped Roof Factor (Cs): 1.00 Figure 7-2

Sloped Roof Snow Load (ps): 28 psf Equation 7.4-1

Snow Density (g): 18.9 pcf Equation 7.7-1

Flat Roof Snow Depth (hb): 1.5 ft

Roof Step Drifting Design

Drift Designation HL OH LL Parapet/RTU Drift Load (pd) Drift Length (w) Wind/Leeward

A 39.00 ft 4.58 ft 15.00 ft N 44 psf 9.3 ft Leeward

B 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

C 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

D 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

E 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

F 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

(c) Structural Design Studio, Inc.

G4 https://utahsnowload.usu.edu/index.php

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 40.438275

Risk Category: II Longitude: -111.924397

Soil Class: D - Default (see Section 11.4.3)

Elevation: 4759.63137180623 ft (NAVD 88)

Wind

Results:

Wind Speed 103 Vmph

10-year MRI 73 Vmph

25-year MRI 79 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Tue Jan 06 2026

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 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 3https://ascehazardtool.org/ Tue Jan 06 2026 G5 https://ascehazardtool.org/

SS : 1.169

S1 : 0.426

Fa : 1.2

Fv : N/A

SMS : 1.403

SM1 : N/A

SDS : 0.935

SD1 : N/A

TL : 8

PGA : 0.52

PGA M : 0.624

FPGA : 1.2

Ie : 1

Cv : 1.334

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Tue Jan 06 2026

Page 2 of 3https://ascehazardtool.org/ Tue Jan 06 2026 G6 https://doi.org/10.5066/F7NK3C76 https://ascehazardtool.org/

SEISMIC DESIGN & LOADING

Section 11.4-Seismic Ground Motions

Short Period Map Acceleration (Ss): 1.17 g TL: 8.00 s

1-Sec Period Map Acceleration (S1): 0.43 g

Site Class: Site Class-D (Default)

Soil Modification (Fa): 1.20

Soil Modification (Fv): 1.87

Design Spectral Accelerations

SDS: 0.94 g

SD1: 0.53 g

Use Exception (11.4.8): Exception 2

Section 11.5-Importance and Occupancy

Risk Category: Risk Category II (All Others)

Importance (I): 1.00

Section 11.6-Seismic Design Category Section 12.3-Redundancy Factor

Design Category: D Building Design: None of the Above

Section 12.2-Structural System Redundancy-r: 1.30

Framing System: A-Bearing Wall Systems

Lateral System: Special reinforced concrete shear walls Section 12.8-Equivalent Lateral Force

R Wo CD Fundamental Period (T): 0.15 s

5.00 2.50 5.00 Seismic Coefficient (Cs): 0.187

Base Shear (Qe): 9.87 kips

Section 12.8.3: Vertical Distribution of Seismic Forces Base Shear (E): 12.83 kips

# of Diaphragm Levels: 1 Amplified Base Shear (WoQe): 25 kips Period Factor-k: 1.00

Diaphragm / Story Height Diaphragm Diaphragm Perimeter Perimeter Seismic Force @ Story Diaphragm

Floor Level Height abv Base Area Weight Wall Length Wall Wt. Wt (kips) Floor Lvl Shear Force

ROOF 15 ft 15 ft 580 ft2 20 psf 99 ft 416 plf 53 kips 13 kips 13 kips 10 kips

BASE 0 ft 0 kips 0 kips 13 kips 0 kips

TOTALS 15 ft 580 ft2 91 psf 52.77 kips 12.83 kips 12.8 kips

G7 http://earthquake.usgs.gov/designmaps/us/application.php

WIND LOADING - DIRECTIONAL PROCEDURE

Risk Category: Risk Category II (All Others) On Escarpment (see 26.8.1): No

Terrain Category: Exposure C (All Others) --

Wind Speed, V: 105 mph --

Mean Roof Height, h: 15.00 ft --

Roof Slope (deg): 5 deg

Roof Ridge is Normal to wind direction Classification: Partially Enclosed Height above ground, z: 14.00 ft Elevation: 4820 ft

Length, normal to wind, B: 36.00 ft Length, parallel to wind, L: 14.00 ft

Main Wind Force Resisting System: Topographic Effects:

Wind Speed: H/Lh: --

Terrain: C x/Lh: -- Kd: 0.85 z/Lh: -- Kzt: 1.00 K1: -- Ke: 0.84 K2: -- G: 0.85 K3: --

GCpi: ±0.55 Roof Slope, θ: 4.76

Walls qz or qh Cp p (psf) Windward Wall 17.1 0.80 11.6 Leeward Wall 17.1 -0.50 -7.3

Side Wall 17.1 -0.70 -10.2

Roof Region qz or qh Cp p (psf) 0 to 7.5 17.1 -1.17 -17.0

7.5 to 14 17.1 -0.70 -10.2

Base Shear: 11.1 k Force in Diaphragm: 5.6 k SEISMIC GOVERNS

G8

WIND LOADING - COMPONENTS + CLADDING (H<60')

Risk Category: Risk Category II (All Others) On Escarpment (see 26.8.1): No

Terrain Category: Exposure C (All Others) --

Wind Speed: 105 mph --

Mean Roof Height, h: 15.00 ft --

Roof Slope: 5 deg Enclosure Classification: Partially Enclosed

Roof Type: Monoslope Elevation: 4820 ft

Analysis Results: Topographic Effects:

Wind Speed: 105 mph H/Lh: --

Terrain: C x/Lh: -- Kd: 0.85 z/Lh: -- Kzt: 1.00 K1: -- Ke: 0.84 K2: --

GCpi: ±0.55 K3: -- Roof Slope, θ: 4.76

Zone Area (sq ft) Pressure (psf) Monoslope Roofs, 3° < θ ≤ 10°

Interior Roof

10 16.0 -19.9

20 16.0 -19.9

50 16.0 -19.9

100 16.0 -19.9

200 16.0 -19.9

500 16.0 -19.9 2'

Edge Roof

10 16.0 -23.6 -29.0

20 16.0 -23.0 -28.5

50 16.0 -22.1 -27.6

100 16.0 -21.8 -27.2

200 16.0 -21.8 -27.2

500 16.0 -21.8 -27.2

Corner Roof

10 16.0 -32.6 -47.1

20 16.0 -29.4 -41.7

100 16.0 -25.0 -34.5

200 16.0 -21.8 -29.0

500 16.0 -21.8 -29.0

Interior Perimeter Wall

10 18.1 -19.9 3' 20 16.7 -19.0

100 15.8 -17.6

200 14.9 -16.7

500 14.0 -15.8

Edge Perimeter Wall

10 18.1 -25.4

20 16.7 -23.6

100 15.8 -20.9

200 14.9 -19.0

500 14.0 -16.7

G9

SIMPLE SPAN - BEAM DESIGN

Typical Purlin Beam

DESIGN CRITERIA DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 14.00 Start Location 0.00 0.00

Deflect (L/x): 360 Spacing (ft): 6.00 End Location 14.00 9.30

Dead Load Start 120

Dead Load End 120

Live/Snow Start 186 264

Live/Snow End 186 0

EQ/W Start

EQ/W End

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location

Dead Load

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 840 2258 0 3,098 4,620

RIGHT: 840 1574 0 2,414 3,526

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 840 2258 0 3,098 4,620

MAX MOMENT: 2940 6476 0 9,394 13,863

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 120 323 0 443 660

MOMENT: 120 264 0 383 566

STEEL SECTION CONCRETE SECTION WOOD SECTION

Type: W Width (in): Width (in):

Trial Section: W10X12 Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 185 Bar Size (#): Wood Type: Choose

Ix min: 24 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: 47,250 phi Mn: #N/A phi Mn: 0

Mn Interaction: 0.293 Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): L/791 Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: .21 in Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : W10X12 SECTION: #N/A SECTION: 0x0 - Choose

P1

6/17/2026 6:16 PM EST Bare Deck Uniform Load Summary 1 of 2

20 ga HSB®-36 Grade 50

Bare Deck Inward and Outward Uniform Load

Calculated in accordance with IAPMO ER-2018, AISI S100-16 (2020) w/S2-20

Hilti X-HSN24 PAF Connections to Supports End Bearing Length of 2 in.

36 / 7 / 4 Perpendicular Connection Pattern to Supports Interior Bearing Length of 2 in.

A572 GR50 Support Member or Equivalent L/240 Deflection Limit

0.125 ≤ Support Thickness (in.) ≤ 0.375 Sheet lengths are limited to 42 ft

End Connection Pattern Interior Connection Pattern

Inward Uniform LRFD Design Load Table (psf)

No. of Spans

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

1 431 341 276 228 192 163 141 123 108

2 433 344 280 232 195 167 144 126 110

3 536 427 347 288 243 208 179 156 138

Inward Uniform ASD Design Load Table (psf)

No. of Spans

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

1 287 227 184 152 128 109 94 82 72

2 288 229 186 154 130 111 96 84 74

3 357 284 231 192 162 138 119 104 92

Inward Uniform SERVICE Design Load Table, L/240 Deflection Limit (psf)

No. of Spans

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

1 224 158 115 86 66 52 42 34 28

2 570 400 292 219 169 133 106 86 71

3 447 314 229 172 132 104 83 68 56

P2

6/17/2026 6:16 PM EST Bare Deck Uniform Load Summary 2 of 2

Outward Uniform LRFD Design Load Controlled by Panel Strength Table (psf)

No. of Spans

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

1 445 351 284 235 198 168 145 126 111

2 421 334 272 225 190 162 140 122 107

3 521 414 337 280 236 201 174 152 134

Outward Uniform LRFD Design Load Controlled by Connection Strength Table (psf)

No. of Spans

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

1 484 430 387 352 323 298 277 258 242

2 221 197 177 161 148 136 126 118 111

3 252 224 201 183 168 155 144 134 126

Outward Uniform SERVICE Design Load Table, L/240 Deflection Limit (psf)

No. of Spans

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

1 237 166 121 91 70 55 44 36 30

2 540 380 277 208 160 126 101 82 68

3 423 297 217 163 125 99 79 64 53

SDI Construction Span

Point Load Uniform Load Span Condition

(lb) (psf) 1 Span 2 Span 3 Span

200.0 20.0 11'-8'' 14'-3'' 14'-5''

Strength Properties

Property LRFD ASD

Positive Bending Strength ϕb ∙ Mₙ+ = 0.862 k-ft/ft Mₙ+ / Ωb = 0.574 k-ft/ft

Negative Bending Strength ϕb ∙ Mₙ- = 0.889 k-ft/ft Mₙ- / Ωb= 0.592 k-ft/ft

Vertical Web Shear Strength Φv ∙ Vn = 4.894 kips/ft Vn/ Ωv = 3.220 kips/ft

Vertical Shear, Normal Position (Cell Deck only) ϕ ∙ Vnn = - kips/ft Vnn/ Ω = - kips/ft

Vertical Shear, Inverted Position (Cell Deck only) ϕ ∙ Vni = - kips/ft Vni / Ω = - kips/ft

End Web Crippling Strength (2 in. bearing) ϕw∙ Pₙₑ₁ = 1.991 kips/ft Pₙₑ₁ / Ωw= 1.301 kips/ft

Interior Web Crippling Strength (2 in. bearing) ϕw ∙ Pₙᵢ₁ = 2.893 kips/ft Pₙᵢ₁/ Ωw= 1.945 kips/ft

Version: V1.0.0 Beta

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional.

The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

P3

FLEXURE BEAM DESIGN

ARUP Electrical Room - Roof Beam Uplift

GENERAL DESIGN CRITERIA

Beam Design Criteria Loading Criteria Deflection Criteria

Type: W Load Diagram Case: Case 1-Uniformly

Distributed Load Deflection x-dir: L\360

Trial Section: Max Deflection x-dir: 0.47 in

Total Length: 14.0 ft Service Moment, Mx: 3.1 k-ft Deflection y-dir: L\360

Unbraced Length, Lbx: 14.0 ft Factored Moment, Mux: 4.6 k-ft Max Deflection y-dir: 0.47 in

Unbraced Length, Lby: 14.0 ft

Max Beam Depth: 11.00 in Load Diagram Case: Case 1-Uniformly

Distributed LoadMin Beam Depth: 9.00 in

Max Beam Width: Service Moment, My: Trib Width: 6.0 ft

Min Beam Width: Factored Moment, Muy: Wind Uplift: 40.0 psf

Dead Load: 5.0 psf

BEAM ANALYSIS

Strength Design Serviceability Design

Lp: 2.8 ft X-Axis Y-Axis

Lr: 8.1 ft Total Deflection: 0.07 in Total Deflection: 0.000 in

Phi Mnx: 11.8 k-ft Deflection Criteria: L\360 Deflection Criteria: L\360

Mux: 4.6 k-ft Deflection Ratio: L\2407 Deflection Ratio: #DIV/0!

Phi Mny: 6.5 k-ft Deflection Interaction: 0.15 Deflection Interaction: 0.00

Muy:

Flexure Mx Interaction: 0.38 Flexure My

Interaction: 0.00 Combined Interaction: 0.38

BEAM SECTION PROPERTIES

BEAM SECTION : W10X12 4.00

d: 9.87 in Ix: 53.8 in4 bf: 3.96 in Sx: 10.9 in3 tf: 0.21 in Zx: 12.6 in3 tw: 0.19 in Iy: 2.2 in4 weight: 12.0 lbs Sy: 1.1 in3 area: 3.54 in2 Zy: 1.7 in3

P4

DESIGN MODULE - MASONRY WALL

ID KEY: 1x_RCxBt68gJYs62DRCpHnF2zOMoRdfUN_TdgoHHvsXM<-Truncated ID

LOADS FROM MODEL WALL DESIGN INFORMATION

ROOF FLOOR

DEAD: 20.00 psf 0.00 psf f'm: 2000 psi

LIVE: 0 0.00 psf Fy: 60 ksi

SNOW/Lr: 28.00 psf 0

OUT OF PLANE LOADS

Wall Type Wall Weight (Finishes Only)

1 6 psf W: 21 psf

2 6 psf SDS: 0.94

WALL ID WALL

TYPE

WALL

HEIGHT

WALL

THICKNESS

WALL

LENGTH ROOF TRIB FLOOR TRIB

VERTICAL LOADING

DEAD LIVE SNOW/Lr

MW1 1 15.00 ft 8" CMU 4.00 ft 3.00 ft 60 plf 0 plf 128 plf

MW2 2 15.00 ft 8" CMU 36.00 ft 7.50 ft 150 plf 0 plf 370 plf

MASONRY WALL DESIGN

WALL ID SOLID

GROUT (Y/N)

VERTICAL BAR HORIZONTAL BAR

STATUS

SIZE SPACING DBL (Y/N) SIZE SPACING DBL (Y/N)

MW1 N #4 16.00 in N #4 16.00 in N OK

MW2 N #5 32.00 in N #5 32.00 in N OK

P5

MASONRY WALL DESIGN

UTNG CW Wash Rack: WALL DESIGN FOR MW1

General Input

Wall Ht: 15.00 ft Reinforcing Steel

Wall L: 4.00 ft Tension Side: #4 @ 16 in o.c.

Wall t: 8" CMU Compression Side:

f'm: 2000 psi Horizontals: #4 @ 16 in o.c.

Fy: 60 ksi Horizontal Double Mat: N

Cover: 3.56 in Solid Grouted: N

Special Reinforced Shearwall: Y

Sds: 0.94

Distributed Loads W2 W1 Wh

Live

Wind 21 psf 21 psf 15.00 ft

Seismic 27 psf 27 psf 15.00 ft

Vertical Loads P e

Dead 60 plf -6.00 in

Live 0 plf -6.00 in

Roof/Snow 128 plf -6.00 in

Analysis Results

Reactions Top Bottom Factored Design Loads Flexure Design Live 0.0 k/ft 0.0 k/ft Mu: 0.8 k-ft/ft AsFy: 9.0 k/ft

Wind 0.2 k/ft 0.2 k/ft Vu: 0.2 k/ft a: 0.51 in

Seismic 0.2 k/ft 0.2 k/ft Pu: 0.3 k/ft d: 3.81 in arm: 3.56 in

DESIGN SUMMARY TABLES

Status Design Limit State Governing Load Comb. Demand Capacity Interaction

OK Maximum Axial Stress 3 psi 400 psi 0.01

OK Flexural Capacity (1.2+.2Sds)D+E+L+0.2S 0.8 k-ft/ft 2.6 k-ft/ft 0.30

OK Axial Load Capacity 1.2D+0.5L+1.6S 0.3 k/ft 56.0 k/ft 0.00

OK Shear Capacity 1.2D+E 0.2 k/ft 6.0 k/ft 0.03

OK Deflection (1.0+.14Sds)D+0.7E 0.03 in 1.26 in 0.03

OK Minimum Vertical Reinforcing 0.06 in^2/ft 0.15 in^2/ft 0.43

OK Minimum Horizontal Reinforcing 0.06 in^2/ft 0.15 in^2/ft 0.43

OK Minimum Vertical + Horizontal Reinforcing 0.18 in^2/ft 0.30 in^2/ft 0.61

P6

MASONRY WALL DESIGN

UTNG CW Wash Rack: WALL DESIGN FOR MW2

General Input

Wall Ht: 15.00 ft Reinforcing Steel

Wall L: 36.00 ft Tension Side: #5 @ 32 in o.c.

Wall t: 8" CMU Compression Side:

f'm: 2000 psi Horizontals: #5 @ 32 in o.c.

Fy: 60 ksi Horizontal Double Mat: N

Cover: 3.50 in Solid Grouted: N

Special Reinforced Shearwall: Y

Sds: 0.94

Distributed Loads W2 W1 Wh

Live

Wind 21 psf 21 psf 15.00 ft

Seismic 24 psf 24 psf 15.00 ft

Vertical Loads P e

Dead 150 plf -2.50 in

Live 0 plf -2.50 in

Roof/Snow 370 plf -2.50 in

Analysis Results

Reactions Top Bottom Factored Design Loads Flexure Design Live 0.0 k/ft 0.0 k/ft Mu: 0.7 k-ft/ft AsFy: 7.0 k/ft

Wind 0.2 k/ft 0.2 k/ft Vu: 0.2 k/ft a: 0.41 in

Seismic 0.2 k/ft 0.2 k/ft Pu: 0.8 k/ft d: 3.81 in arm: 3.61 in

DESIGN SUMMARY TABLES

Status Design Limit State Governing Load Comb. Demand Capacity Interaction

OK Maximum Axial Stress 6 psi 400 psi 0.02

OK Flexural Capacity (1.2+.2Sds)D+E+L+0.2S 0.7 k-ft/ft 2.2 k-ft/ft 0.33

OK Axial Load Capacity 1.2D+0.5L+1.6S 0.8 k/ft 43.6 k/ft 0.02

OK Shear Capacity 1.2D+E 0.2 k/ft 3.9 k/ft 0.05

OK Deflection (1.0+.14Sds)D+0.7E 0.03 in 1.26 in 0.03

OK Minimum Vertical Reinforcing 0.06 in^2/ft 0.12 in^2/ft 0.55

OK Minimum Horizontal Reinforcing 0.06 in^2/ft 0.12 in^2/ft 0.55

OK Minimum Vertical + Horizontal Reinforcing 0.18 in^2/ft 0.23 in^2/ft 0.79

P7

DESIGN MODULE - MASONRY WALL OPENING

ID KEY: 1x_RCxBt68gJYs62DRCpHnF2zOMoRdfUN_TdgoHHvsXM<-Truncated ID

LOADS FROM MODEL WALL DESIGN INFORMATION

ROOF FLOOR

DEAD: 20.0 psf 0.0 psf f'm: 2000 psi

LIVE: 0.0 psf 0.0 psf Fy: 60 ksi

SNOW/Lr: 28.0 psf 0.0 psf Solid Opening: Y

Interior Wall: N

OUT OF PLANE LOADS

Wall Type Wall Weight (Finishes Only)

1 6 psf W: 21 psf

2 6 psf SDS: 0.94

LINTEL

ID

WALL

TYPE

WALL

HEIGHT

WALL

THICKNESS

ROOF

DECK

HEIGHT

ROOF

TRIB

FLOOR

TRIB

VERTICAL LOADING # MATS

HOR

REINFDEAD LIVE SNOW/Lr

ML1 1 14.8 ft 8" CMU 14.8 ft 3.0 ft 60 plf 0 plf 128 plf 1

ML2 1 14.8 ft 8" CMU 14.8 ft 3.0 ft 60 plf 0 plf 128 plf 1

MASONRY WALL DESIGN

LINTEL

ID

WALL

GROUT

SPACING

OPENING LINTEL JAMB COLUMN

STA

TUS

HEIGHT WIDTH BAR SIZE DEPTH BARS/

COURSE

# OF

COURSES BAR SIZE WIDTH BARS/

CELL

ML1 16" o.c. 7.33 ft 6.67 ft #5 16 in 1 1 #5 16 in 1 OK

ML2 16" o.c. 10.00 ft 8.00 ft #5 16 in 2 1 #5 16 in 1 OK

P8

MASONRY WALL OPENING

UTNG CW Wash Rack: LINTEL DESIGN FOR ML1

General Design Input

Total Wall Height: 14.75 ft Lintel Depth: 16.00 in Vert DL: 60 plf

Block Thickness: 8" CMU No. of Long Bars: (1) Vert LL: 0 plf

Opening Height: 7.33 ft Bar Size: #5 Vert SL: 128 plf

Opening Width: 6.67 ft No. of Courses: 1 Horz Wind: 21 psf

Roof Deck Height: 14.75 ft Horz Quake: 27 psf

Cells Grouted @: 16" o.c. Column Width: 16.00 in Solid Opening: Y

Masonry f'm: 2000 psi Depth to Bar(s): 3.81 in

No. of Bars: (2)

Bar Size: #5

Analysis and Calculations

Masonry Lintel:

Arching action: Yes

Effective Span, le: 8.00 ft

Depth to Reinf, d: 12.0 in

Demand Capacity

Mu: 3.19 k-ft fMn: 16.23 k-ft

Vu: 1.59 k fVn: 9.82 k

Min. Capacity: 5.42 k-ft

Deflection: l/215900

Masonry Column:

Demand Capacity

Mu+: 3.7 k-ft fMn: 8.3 k-ft

Mu-: 0.0 k-ft fMn: 8.3 k-ft

Vu: 1.0 k fVn: 23.5 k

Pu: 5.2 k fPn: 111.6 k

Design Summary

Masonry Lintel Masonry Column

No. Grouted Courses: 2 No. of Grouted Cells: 2

Flexural Reinforcing: (1) #5 Long. Reinforcing: (2) #5

Shear Reinforcing (Not Req'd): 1-Leg 2-Legs Depth to bar(s): 3.81 in

#3 @ - -

#4 @ - -

#5 @ - - Overall Status: OK

P9

MASONRY WALL OPENING

UTNG CW Wash Rack: LINTEL DESIGN FOR ML2

General Design Input

Total Wall Height: 14.75 ft Lintel Depth: 16.00 in Vert DL: 60 plf

Block Thickness: 8" CMU No. of Long Bars: (2) Vert LL: 0 plf

Opening Height: 10.00 ft Bar Size: #5 Vert SL: 128 plf

Opening Width: 8.00 ft No. of Courses: 1 Horz Wind: 21 psf

Roof Deck Height: 14.75 ft Horz Quake: 27 psf

Cells Grouted @: 16" o.c. Column Width: 16.00 in Solid Opening: Y

Masonry f'm: 2000 psi Depth to Bar(s): 3.81 in

No. of Bars: (2)

Bar Size: #5

Analysis and Calculations

Masonry Lintel:

Arching action: No

Effective Span, le: 9.33 ft

Depth to Reinf, d: 12.0 in

Demand Capacity

Mu: 7.42 k-ft fMn: 31.45 k-ft

Vu: 3.18 k fVn: 9.82 k

Min. Capacity: 5.42 k-ft

Deflection: l/9753

Masonry Column:

Demand Capacity

Mu+: 4.2 k-ft fMn: 8.3 k-ft

Mu-: 0.0 k-ft fMn: 8.3 k-ft

Vu: 1.1 k fVn: 23.5 k

Pu: 5.0 k fPn: 111.6 k

Design Summary

Masonry Lintel Masonry Column

No. Grouted Courses: 2 No. of Grouted Cells: 2

Flexural Reinforcing: (2) #5 Long. Reinforcing: (2) #5

Shear Reinforcing (Not Req'd): 1-Leg 2-Legs Depth to bar(s): 3.81 in

#3 @ - -

#4 @ - -

#5 @ - - Overall Status: OK

P10

6/17/2026 6:17 PM EST Bare Deck Diaphragm Summary 1 of 2

20 ga HSB®-36 Grade 50

Bare Deck Diaphragm Strength Shear Strength and Stiffness

Calculated in accordance with IAPMO ER-2018, AISI S100-16 (2020) w/S2-20, AISI S310-20 w/S1-22

Hilti X-HSN24 PAF Connections to Supports A572 GR50 Support Member or Equivalent

36 / 7 / 4 Perpendicular Connection Pattern to Supports 0.125 ≤ Support Thickness (in.) ≤ 0.375

1-1/2" Top Arc Seam Weld Sidelap Connection End Bearing Length of 2 in.

End Condition: Both Ends Lapped Sheet lengths are limited to 42 ft

End Connection Pattern Interior Connection Pattern

LRFD Design Seismic Diaphragm Shear Strength ϕ∙Sn (plf) 3 Span Condition

Sidelap Connection

Spacing (in.)

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

4 2520 2520 2520 2520 2520 2520 2520 2520 2496

6 2520 2520 2520 2520 2520 2520 2520 2520 2496

8 2458 2472 2483 2492 2428 2440 2451 2461 2412

12 2155 2224 2120 2183 2096 2154 2078 2131 2064

18 1909 1777 1919 1814 1716 1838 1754 1677 1783

24 1567 1777 1658 1551 1455 1625 1541 1465 1394

36 1567 1437 1324 1225 1139 1368 1289 1219 1154

LRFD Design Combined Wind Uplift and Diaphragm Shear Strength ϕ∙Snt (plf)

MWFRS Design Net Wind Uplift (LRFD) = 40 psf 3 Span Condition

Sidelap Connection

Spacing (in.)

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

4 2360 2293 2227 2165 2099 2034 1968 1906 1838

6 2360 2293 2227 2165 2099 2034 1968 1906 1838

8 2360 2293 2227 2165 2099 2034 1968 1906 1838

12 2166 2182 2062 2070 1968 1965 1874 1865 1782

18 1949 1802 1900 1785 1678 1746 1655 1571 1614

24 1622 1802 1672 1556 1451 1580 1490 1409 1332

36 1622 1477 1352 1244 1149 1358 1272 1197 1126

P11

6/17/2026 6:17 PM EST Bare Deck Diaphragm Summary 2 of 2

Seismic or Wind Diaphragm Shear Stiffness, G' (kip/in.) 3 Span Condition

Sidelap Connection

Spacing (in.)

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

4 248.8 249.7 248.2 249.1 247.8 248.6 247.6 248.2 247.3

6 233.1 232.6 232.1 231.7 231.3 231.0 230.8 230.6 230.4

8 220.2 221.1 221.8 222.4 217.6 218.5 219.2 219.8 216.2

12 200.2 204.3 197.7 201.5 195.9 199.4 194.6 197.8 193.6

18 185.5 177.3 185.5 179.0 172.9 180.1 174.9 170.0 176.4

24 165.1 177.3 169.9 163.0 156.7 167.2 161.8 156.8 152.1

36 165.1 156.6 148.9 141.9 135.6 150.9 145.5 140.4 135.7

Average Connection Spacing to Supports at Parallel Chords & Collectors (in.)

Sidelap Connection

Spacing (in.)

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

4 3 3 3 3 3 3 3 3 3

6 5 5 5 5 5 5 5 5 5

8 6 6 6 6 6 6 6 6 6

12 7 7 7 7 7 7 7 7 7

18 8 8 8 8 9 8 8 9 9

24 10 8 9 9 10 9 9 10 11

36 10 11 12 11 12 11 12 13 14

Number of Sidelap Connections per Span

Sidelap Connection

Spacing (in.)

Span

4'-0'' 4'-6'' 5'-0'' 5'-6'' 6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0''

4 12 14 15 17 18 20 21 23 24

6 8 9 10 11 12 13 14 15 16

8 6 7 8 9 9 10 11 12 12

12 4 5 5 6 6 7 7 8 8

18 3 3 4 4 4 5 5 5 6

24 2 3 3 3 3 4 4 4 4

36 2 2 2 2 2 3 3 3 3

Note: MWFRS Design Net Wind Uplift (LRFD) = 40 psf

Tables may be limited by fastener tension strength capacity

Version: V1.0.0 Beta

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional.

The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

P12

FLEXIBLE DIAPHRAGM DESIGN

UTNG CW Wash Rack - X-DIRECTION

LEVEL: Pump House Diaphragm

GENERAL LOADING & GEOMETRY LAYOUT OF DIAPHRAGM AND SUPPORT FRAME LINES

Force @ Level (E): 12.8 k AREA WIDTH DEPTH FRAME LINE LENGTH

Diaphragm Force (Ed): 9.9 k a* FRAME 1 6.67 ft MSW2

Allowable Deck Shear: 700 plf b 35.50 ft 14.00 ft FRAME 2 8.00 ft MSW4

Redundancy: 1.30 c FRAME 3

GOVERNS: SEISMIC d FRAME 4 e FRAME 5

E/Ed Ratio: 130.0% f FRAME 6

Strength Deck Shear: 1000 plf g*

* Cantilevered diaphragms ONLY. Otherwise leave blank.

GENERAL PROGRAM REPRESENTATION LAYOUT AND AREA DEFINITIONS

DIAPHRAGM LOADING AND CHORD DESIGN SUMMARY TABLE

AREA % Area Load (w) M Max Chord T/C Deck PLF Re-Entrant Status a 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS b 100.0% 278 plf 43.8 k-ft 3.13 k 176 plf -- PASS c 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS d 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS e 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS f 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS g 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS

P13

UTNG CW Wash Rack - X-DIRECTION

LEVEL: Pump House Diaphragm

DIAPHRAGM DESIGN AND SHEAR ANALYSIS SUMMARY TABLE

FRAME 1 FRAME 2 FRAME 3 FRAME 4 FRAME 5 FRAME 6

Frame Reaction (E): 6.42 k 6.42 k 0.00 k 0.00 k 0.00 k 0.00 k

Diaphragm Reaction (Ed): 4.94 k 4.94 k 0.00 k 0.00 k 0.00 k 0.00 k

Shear Force (Left): 0.00 k 4.94 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Left): 0.00 ft 4.94 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Left): 0 plf 353 plf 0 plf 0 plf 0 plf 0 plf

Deck Status (Left): PASS PASS PASS PASS PASS PASS

Shear Force (Right): 4.94 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Right): 4.94 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Right): 353 plf 0 plf 0 plf 0 plf 0 plf 0 plf

Deck Status (Right): PASS PASS PASS PASS PASS PASS

Collector Length: 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

*Collector Force (Ed): 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

*Need to amplify collector forces as required by code if necessary

P14

UTNG CW Wash Rack - Y-DIRECTION

LEVEL: Pump House Diaphragm

GENERAL LOADING & GEOMETRY LAYOUT OF DIAPHRAGM AND SUPPORT FRAME LINES

Force @ Level (E): 12.8 k AREA WIDTH DEPTH FRAME LINE LENGTH

Diaphragm Force (Ed): 9.9 k a* FRAME 1 36.00 ft

Allowable Deck Shear: 700 plf b 14.00 ft 36.00 ft FRAME 2 36.00 ft

Redundancy: 1.30 c FRAME 3

GOVERNS: SEISMIC d FRAME 4 e FRAME 5

E/Ed Ratio: 130.0% f FRAME 6

Strength Deck Shear: 1000 plf g*

* Cantilevered diaphragms ONLY. Otherwise leave blank.

GENERAL PROGRAM REPRESENTATION LAYOUT AND AREA DEFINITIONS

DIAPHRAGM LOADING AND CHORD DESIGN SUMMARY TABLE

AREA % Area Load (w) M Max Chord T/C Deck PLF Re-Entrant Status a 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS b 100.0% 705 plf 17.3 k-ft 0.48 k 69 plf -- PASS c 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS d 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS e 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS f 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS g 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS

P15

UTNG CW Wash Rack - Y-DIRECTION

LEVEL: Pump House Diaphragm

DIAPHRAGM DESIGN AND SHEAR ANALYSIS SUMMARY TABLE

FRAME 1 FRAME 2 FRAME 3 FRAME 4 FRAME 5 FRAME 6

Frame Reaction (E): 6.42 k 6.42 k 0.00 k 0.00 k 0.00 k 0.00 k

Diaphragm Reaction (Ed): 4.94 k 4.94 k 0.00 k 0.00 k 0.00 k 0.00 k

Shear Force (Left): 0.00 k 4.94 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Left): 0.00 ft 4.94 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Left): 0 plf 137 plf 0 plf 0 plf 0 plf 0 plf

Deck Status (Left): PASS PASS PASS PASS PASS PASS

Shear Force (Right): 4.94 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Right): 4.94 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Right): 137 plf 0 plf 0 plf 0 plf 0 plf 0 plf

Deck Status (Right): PASS PASS PASS PASS PASS PASS

Collector Length: 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

*Collector Force (Ed): 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

*Need to amplify collector forces as required by code if necessary

P16

DESIGN MODULE - SPECIAL REINFORCED MASONRY SHEAR WALL

ID KEY: 1x_RCxBt68gJYs62DRCpHnF2zOMoRdfUN_TdgoHHvsXM<-Truncated ID

DIAPHRAGM: DIAPHRAGM-Y <-Sheet Name for these wall designs

DIAPHRAGM: DIAPHRAGM-X <-Sheet Name for these wall designs

FRAME LOADS FROM MODEL GENERAL WALL & FOOTING DESIGN INFORMATION

FRAME 1 6.42 k Wall Thickness: 8" CMU Soil Bearing: 4500 psf

FRAME 2 6.42 k Wall Height: 14.75 ft Sliding Coeff: 0.40 f'm: 2000 psi Soil Depth: 2.00 ft

FRAME 4 6.42 k Solid Grout: N Ftg Width: 2.00 ft

FRAME 5 6.42 k Vert Bar Size: # 5 DBL Mat Ftg Thick: 12 in

FRAME 6 0.00 k Vert Bar Spacing: 32.00 in N

Redundency: 1.30 Horz Bar Size: # 5 --

Governs: SEISMIC Horz Bar Spacing: 32.00 in N

SHEAR WALL SUMMARY SCHEDULE

WALL ID FRAME LENGTH SHEAR

GRAVITY LOADS WALL CALC STATUS

DL / FT LL / FT THICK SHEET WALL FTG

MSW1 1 35.50 ft 6.4 kips 140 plf 196 plf 8" CMU WALL1 3 3

MSW3 2 35.50 ft 6.4 kips 140 plf 196 plf 8" CMU WALL2 3 3

MSW2A 4 3.33 ft 3.2 kips 60 plf 84 plf 8" CMU WALL 3 3 3

MSW2B 4 3.33 ft 3.2 kips 60 plf 84 plf 8" CMU WALL 4 3 3

MSW4A 5 4.00 ft 3.2 kips 60 plf 84 plf 8" CMU WALL 5 3 3

MSW1B 5 4.00 ft 3.2 kips 60 plf 84 plf 8" CMU WALL 6 3 3

P17

SPECIAL REINFORCED MASONRY SHEARWALL DESIGN

WALL DESIGN FOR MSW1

General Design Criteria

Wall Information Boundary Element Info Loading Information SEISMIC

Length: 35.50 ft Boundary Length: 8.00 in Story Shear (Qe): 4.9 kips

Height: 14.75 ft Boundary Bar: # 5 Moment (Qe): 0 k-ft

Thickness: 8" CMU # of Bars: 1 Axial Dead Load: 5.0 kips f'm: 2000 psi Concrete Cover: 3.81 in Axial Live Load: 7.0 kips

Horz Bar: # 5 Steel Fy: 60 ksi Redundancy: 1.30

Horz Spac: 32.00 in Dbl Mat: N Dbl Mat: N Add Wall Dead Load: Y

Vert Bar: # 5 Column Closed Ties: N

Vert Spac: 32.00 in Dbl Mat: N

Solid Grout: N

Analysis and Calculations

Shear Calculations Flexure Calculations Reinforcing Summary

Vu: 16 kips Counter (Mu): 439 k-ft Horz Wall: # 5 @ 32 in o/c

Vm: 247 kips Shear (Mu): 95 k-ft Vert Wall: # 5 @ 32 in o/c

Vs: 124 kips Total Mu: -344 k-ft Boundary: (1) #5 phi Vn: 296 kips phi Mn: 587 k-ft Max Reinf Spacing: 59.0 in

STATUS: Passes STATUS: Passes STATUS: Passes

SHEAR WALL FOOTING DESIGN

Length: 37.50 ft Bearing: 4500 psf

Width: 2.00 ft Sliding Coeff: 0.40

Thickness: 12 in Soil Depth: 2.00 ft

OVERTURNING BEARING

Footing Weight: 11.3 kips Wall Weight: 22.5 kips

Soil Weight: 37.9 kips Out of Kern: NO

Design Moment: 68 k-ft Max Bearing: 1553 psf

Resisting Moment: 1294 k-ft Min Bearing: 315 psf

OT Safety Factor: 19.14 Safety Factor: 2.90

SLIDING

Total Weight: 69.0 kips

Sliding Force: 4.6 kips

Sliding Resistance: 27.6 kips

Safety Factor: 6.02

P18

WALL DESIGN FOR MSW3

General Design Criteria

Wall Information Boundary Element Info Loading Information SEISMIC

Length: 35.50 ft Boundary Length: 8.00 in Story Shear (Qe): 4.9 kips

Height: 14.75 ft Boundary Bar: # 5 Moment (Qe): 0 k-ft

Thickness: 8" CMU # of Bars: 1 Axial Dead Load: 5.0 kips f'm: 2000 psi Concrete Cover: 3.81 in Axial Live Load: 7.0 kips

Horz Bar: # 5 Steel Fy: 60 ksi Redundancy: 1.30

Horz Spac: 32.00 in Dbl Mat: N Dbl Mat: N Add Wall Dead Load: Y

Vert Bar: # 5 Column Closed Ties: N

Vert Spac: 32.00 in Dbl Mat: N

Solid Grout: N

Analysis and Calculations

Shear Calculations Flexure Calculations Reinforcing Summary

Vu: 16 kips Counter (Mu): 439 k-ft Horz Wall: # 5 @ 32 in o/c

Vm: 247 kips Shear (Mu): 95 k-ft Vert Wall: # 5 @ 32 in o/c

Vs: 124 kips Total Mu: -344 k-ft Boundary: (1) #5 phi Vn: 296 kips phi Mn: 587 k-ft Max Reinf Spacing: 59.0 in

STATUS: Passes STATUS: Passes STATUS: Passes

SHEAR WALL FOOTING DESIGN

Length: 37.50 ft Bearing: 4500 psf

Width: 2.00 ft Sliding Coeff: 0.40

Thickness: 12 in Soil Depth: 2.00 ft

OVERTURNING BEARING

Footing Weight: 11.3 kips Wall Weight: 22.5 kips

Soil Weight: 37.9 kips Out of Kern: NO

Design Moment: 68 k-ft Max Bearing: 1553 psf

Resisting Moment: 1294 k-ft Min Bearing: 315 psf

OT Safety Factor: 19.14 Safety Factor: 2.90

SLIDING

Total Weight: 69.0 kips

Sliding Force: 4.6 kips

Sliding Resistance: 27.6 kips

Safety Factor: 6.02

P19

WALL DESIGN FOR MSW2A

General Design Criteria

Wall Information Boundary Element Info Loading Information SEISMIC

Length: 3.33 ft Boundary Length: 16.00 in Story Shear (Qe): 2.5 kips

Height: 14.75 ft Boundary Bar: # 4 Moment (Qe): 0 k-ft

Thickness: 8" CMU # of Bars: 2 Axial Dead Load: 0.2 kips f'm: 2000 psi Concrete Cover: 3.81 in Axial Live Load: 0.3 kips

Horz Bar: # 4 Steel Fy: 60 ksi Redundancy: 1.30

Horz Spac: 8.00 in Dbl Mat: N Dbl Mat: N Add Wall Dead Load: Y

Vert Bar: # 4 Column Closed Ties: N

Vert Spac: 8.00 in Dbl Mat: N

Solid Grout: N

Analysis and Calculations

Shear Calculations Flexure Calculations Reinforcing Summary

Vu: 5 kips Counter (Mu): 6 k-ft Horz Wall: # 4 @ 8 in o/c

Vm: 32 kips Shear (Mu): 47 k-ft Vert Wall: # 4 @ 8 in o/c

Vs: 30 kips Total Mu: 41 k-ft Boundary: (2) #4 phi Vn: 44 kips phi Mn: 56 k-ft Max Reinf Spacing: 13.3 in

STATUS: Passes STATUS: Passes STATUS: Passes

SHEAR WALL FOOTING DESIGN

Length: 6.00 ft Bearing: 4500 psf

Width: 3.00 ft Sliding Coeff: 0.40

Thickness: 12 in Soil Depth: 2.00 ft

OVERTURNING BEARING

Footing Weight: 2.7 kips Wall Weight: 3.8 kips

Soil Weight: 9.6 kips Out of Kern: YES

Design Moment: 34 k-ft Max Bearing: 3824 psf

Resisting Moment: 44 k-ft Min Bearing: 0 psf

OT Safety Factor: 1.30 Safety Factor: 1.18

SLIDING

Total Weight: 14.7 kips

Sliding Force: 2.3 kips

Sliding Resistance: 5.9 kips

Safety Factor: 2.57

P20

WALL DESIGN FOR MSW2B

General Design Criteria

Wall Information Boundary Element Info Loading Information SEISMIC

Length: 3.33 ft Boundary Length: 16.00 in Story Shear (Qe): 2.5 kips

Height: 14.75 ft Boundary Bar: # 4 Moment (Qe): 0 k-ft

Thickness: 8" CMU # of Bars: 2 Axial Dead Load: 0.2 kips f'm: 2000 psi Concrete Cover: 3.81 in Axial Live Load: 0.3 kips

Horz Bar: # 4 Steel Fy: 60 ksi Redundancy: 1.30

Horz Spac: 8.00 in Dbl Mat: N Dbl Mat: N Add Wall Dead Load: Y

Vert Bar: # 4 Column Closed Ties: N

Vert Spac: 8.00 in Dbl Mat: N

Solid Grout: N

Analysis and Calculations

Shear Calculations Flexure Calculations Reinforcing Summary

Vu: 5 kips Counter (Mu): 6 k-ft Horz Wall: # 4 @ 8 in o/c

Vm: 32 kips Shear (Mu): 47 k-ft Vert Wall: # 4 @ 8 in o/c

Vs: 30 kips Total Mu: 41 k-ft Boundary: (2) #4 phi Vn: 44 kips phi Mn: 56 k-ft Max Reinf Spacing: 13.3 in

STATUS: Passes STATUS: Passes STATUS: Passes

SHEAR WALL FOOTING DESIGN

Length: 6.00 ft Bearing: 4500 psf

Width: 3.00 ft Sliding Coeff: 0.40

Thickness: 12 in Soil Depth: 2.00 ft

OVERTURNING BEARING

Footing Weight: 2.7 kips Wall Weight: 3.8 kips

Soil Weight: 9.6 kips Out of Kern: YES

Design Moment: 34 k-ft Max Bearing: 3824 psf

Resisting Moment: 44 k-ft Min Bearing: 0 psf

OT Safety Factor: 1.30 Safety Factor: 1.18

SLIDING

Total Weight: 14.7 kips

Sliding Force: 2.3 kips

Sliding Resistance: 5.9 kips

Safety Factor: 2.57

P21

WALL DESIGN FOR MSW4A

General Design Criteria

Wall Information Boundary Element Info Loading Information SEISMIC

Length: 4.00 ft Boundary Length: 16.00 in Story Shear (Qe): 2.5 kips

Height: 14.75 ft Boundary Bar: # 4 Moment (Qe): 0 k-ft

Thickness: 8" CMU # of Bars: 2 Axial Dead Load: 0.2 kips f'm: 2000 psi Concrete Cover: 3.81 in Axial Live Load: 0.3 kips

Horz Bar: # 4 Steel Fy: 60 ksi Redundancy: 1.30

Horz Spac: 16.00 in Dbl Mat: N Dbl Mat: N Add Wall Dead Load: Y

Vert Bar: # 4 Column Closed Ties: N

Vert Spac: 16.00 in Dbl Mat: N

Solid Grout: N

Analysis and Calculations

Shear Calculations Flexure Calculations Reinforcing Summary

Vu: 7 kips Counter (Mu): 6 k-ft Horz Wall: # 4 @ 16 in o/c

Vm: 26 kips Shear (Mu): 47 k-ft Vert Wall: # 4 @ 16 in o/c

Vs: 18 kips Total Mu: 41 k-ft Boundary: (2) #4 phi Vn: 35 kips phi Mn: 69 k-ft Max Reinf Spacing: 16.0 in

STATUS: Passes STATUS: Passes STATUS: Passes

SHEAR WALL FOOTING DESIGN

Length: 6.67 ft Bearing: 4500 psf

Width: 3.00 ft Sliding Coeff: 0.40

Thickness: 12 in Soil Depth: 2.00 ft

OVERTURNING BEARING

Footing Weight: 3.0 kips Wall Weight: 3.2 kips

Soil Weight: 10.4 kips Out of Kern: YES

Design Moment: 34 k-ft Max Bearing: 2788 psf

Resisting Moment: 51 k-ft Min Bearing: 0 psf

OT Safety Factor: 1.50 Safety Factor: 1.61

SLIDING

Total Weight: 15.2 kips

Sliding Force: 2.3 kips

Sliding Resistance: 6.1 kips

Safety Factor: 2.65

P22

WALL DESIGN FOR MSW1B

General Design Criteria

Wall Information Boundary Element Info Loading Information SEISMIC

Length: 4.00 ft Boundary Length: 16.00 in Story Shear (Qe): 2.5 kips

Height: 14.75 ft Boundary Bar: # 4 Moment (Qe): 0 k-ft

Thickness: 8" CMU # of Bars: 2 Axial Dead Load: 0.2 kips f'm: 2000 psi Concrete Cover: 3.81 in Axial Live Load: 0.3 kips

Horz Bar: # 4 Steel Fy: 60 ksi Redundancy: 1.30

Horz Spac: 16.00 in Dbl Mat: N Dbl Mat: N Add Wall Dead Load: Y

Vert Bar: # 4 Column Closed Ties: N

Vert Spac: 16.00 in Dbl Mat: N

Solid Grout: N

Analysis and Calculations

Shear Calculations Flexure Calculations Reinforcing Summary

Vu: 7 kips Counter (Mu): 6 k-ft Horz Wall: # 4 @ 16 in o/c

Vm: 26 kips Shear (Mu): 47 k-ft Vert Wall: # 4 @ 16 in o/c

Vs: 18 kips Total Mu: 41 k-ft Boundary: (2) #4 phi Vn: 35 kips phi Mn: 69 k-ft Max Reinf Spacing: 16.0 in

STATUS: Passes STATUS: Passes STATUS: Passes

SHEAR WALL FOOTING DESIGN

Length: 6.67 ft Bearing: 4500 psf

Width: 3.00 ft Sliding Coeff: 0.40

Thickness: 12 in Soil Depth: 2.00 ft

OVERTURNING BEARING

Footing Weight: 3.0 kips Wall Weight: 3.2 kips

Soil Weight: 10.4 kips Out of Kern: YES

Design Moment: 34 k-ft Max Bearing: 2788 psf

Resisting Moment: 51 k-ft Min Bearing: 0 psf

OT Safety Factor: 1.50 Safety Factor: 1.61

SLIDING

Total Weight: 15.2 kips

Sliding Force: 2.3 kips

Sliding Resistance: 6.1 kips

Safety Factor: 2.65

P23

CONCRETE STRIP FOOTING DESIGN

Design for Footing Mark FC1 @ MW1

Width(W): 2.00 ft Axial: 1.407 klf

Length(L): 1.00 ft Moment:

Thickness: 12.00 in Eccentricity (e): 2.00 in

Wall Width: 8.00 in Crosswise Reinf:

Wall Section L: 12.00 in Longitudinal Reinf: # 5

Footing f'c: 3000 psi Reinf Fy: 60 ksi

Soil Pressure: 3000 psf

Below Grade: 2.00 ft

Include Ftg Weight: NO

Include Soil Weight: NO

Soil Bearing Design (Soil Mechanics)

Peffective: 1.4 kips

Meffective: 0.2 k-ft e effective: 2.00 in

Soil Bearing: 1055 psf Toe

Soil Bearing: 352 psf Heel SOIL BEARING PRESSURE @ TOE 1055 psf

Footing Shear Design (ACI 318-14)

One-Way Shear (13.3.2.1)

Trib Area: -0.08 sqft Trib Area: 0.08 sqft

Vu: 0.0 kips Vu: 0.1 kips

Vc: 23.7 kips Vc: 23.7 kips fVc: 17.7 kips fVc: 17.7 kips

Footing Flexural Design (ACI 15.4)

Depth of Member: 9.00 in Beta: 0.850 Critical Area: N/A

Concrete Strain: 0.003 Block Depth: 2.87 in Mu: 0.5 k-ft

Steel Strain: 0.005 j: 0.84 in fMn: 8.8 k-ft

Depth to N.A.: 3.38 in Asreq: 0.02 sqin As: 0.26 sqin

No. of Bars: #N/A As min: 0.26 sqin

FOOTING DESIGN SUMMARY

WIDTH: 2.00 ft Total Weight: 0.30 kips Soil Interaction: 0.35

LENGTH: 1.00 ft Total Cubic Yards: 1.00 Shear Interaction: 0.01

THICKNESS: 12.00 in Total Resisting Weight: 0.78 kips Flexure Interaction: 0.06

Crosswise Reinf: #N/A OVERALL INTERACTION: 0.35

Longitudinal Reinf: (3) #5 @ 9 in o.c.

P24

CONCRETE STRIP FOOTING DESIGN

Design for Footing Mark FC2 @ MW2

Width(W): 2.00 ft Axial: 1.855 klf

Length(L): 1.00 ft Moment:

Thickness: 12.00 in Eccentricity (e): 2.00 in

Wall Width: 8.00 in Crosswise Reinf:

Wall Section L: 12.00 in Longitudinal Reinf: # 5

Footing f'c: 3000 psi Reinf Fy: 60 ksi

Soil Pressure: 3000 psf

Below Grade: 2.00 ft

Include Ftg Weight: NO

Include Soil Weight: NO

Soil Bearing Design (Soil Mechanics)

Peffective: 1.9 kips

Meffective: 0.3 k-ft e effective: 2.00 in

Soil Bearing: 1391 psf Toe

Soil Bearing: 464 psf Heel SOIL BEARING PRESSURE @ TOE 1391 psf

Footing Shear Design (ACI 318-14)

One-Way Shear (13.3.2.1)

Trib Area: -0.08 sqft Trib Area: 0.08 sqft

Vu: 0.0 kips Vu: 0.2 kips

Vc: 23.7 kips Vc: 23.7 kips fVc: 17.7 kips fVc: 17.7 kips

Depth of Member: 9.00 in Beta: 0.850 Critical Area: N/A

Concrete Strain: 0.003 Block Depth: 2.87 in Mu: 0.7 k-ft

Steel Strain: 0.005 j: 0.84 in fMn: 8.8 k-ft

Depth to N.A.: 3.38 in Asreq: 0.02 sqin As: 0.26 sqin

No. of Bars: #N/A As min: 0.26 sqin

FOOTING DESIGN SUMMARY

WIDTH: 2.00 ft Total Weight: 0.30 kips Soil Interaction: 0.46

LENGTH: 1.00 ft Total Cubic Yards: 1.00 Shear Interaction: 0.01

THICKNESS: 12.00 in Total Resisting Weight: 0.78 kips Flexure Interaction: 0.08

Crosswise Reinf: #N/A OVERALL INTERACTION: 0.46

Longitudinal Reinf: (3) #5 @ 9 in o.c.

P25

W1

A B B A

A B B A

C CC C

1 42 3

24'-8" 24'-8" 24'-8"

FRONT SIDEWALL

1 4

2 3

24'-8" 24'-8" 24'-8"

74'-0" STEEL LINE TO STEEL LINE

BACK SIDEWALL

A

E

B

D

C

A

E

B

D

C

4" 24'-4" 24'-4" 4"

4" 24'-4" 24'-4" 4"

X-Bracing

X-Bracing

PEMB PRELIMINARY LAYOUT

W2

PEMB PRELIMINARY REACTIONS

E AC

COLUMN LINE

V

H

V

H

V

H

FRAME LINES: 1 2 3 4

RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES

Column_Reactions(k ) Frm Col Load Hmax V Load Hmin V Bolt(in) Base_Plate(in) Grout Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in)

1* E 9 2.8 7.4 4 -1.8 -1.9 8 0.750 6.000 24.50 0.375 24.0 12 1.7 9.4 2 -1.6 -2.8

1* A 5 1.8 -1.9 8 -2.8 7.4 8 0.750 6.000 24.50 0.375 24.0 13 -1.7 9.4 3 1.6 -2.8

1* C 3 0.0 -3.6 3 0.0 -3.6 4 0.750 6.000 8.000 0.375 24.0 1 0.0 17.8

1* Frame lines: 1 4

RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES

Column_Reactions(k ) Frm Col Load Hmax V Load Hmin V Bolt(in) Base_Plate(in) Grout Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in)

2* E 9 5.0 13.5 4 -3.3 -2.7 8 0.750 6.000 22.63 0.375 24.0 10 3.2 17.7 6 0.8 -6.1

2* A 5 3.3 -2.7 8 -5.0 13.5 8 0.750 6.000 22.63 0.375 24.0 11 -3.2 17.7 7 -0.8 -6.1

2* C 3 0.0 -5.6 3 0.0 -5.6 4 0.750 6.000 8.000 0.375 24.0 1 0.0 34.0

2* Frame lines: 2 3

RIGID FRAME: BASIC COLUMN REACTIONS (k )

Frame Line

Column Line

-----Dead---- Horz Vert

--Collateral- Horz Vert

-----Live---- Horz Vert

-----Snow---- Horz Vert

--Wind_Left1- Horz Vert

-Wind_Right1- Horz Vert

2* E 0.5 2.2 0.6 2.6 2.5 9.8 4.3 16.9 -5.2 -9.8 3.0 -3.9 2* A -0.5 2.2 -0.6 2.6 -2.5 9.8 -4.3 16.9 -3.0 -3.9 5.2 -9.8 2* C 0.0 4.1 0.0 5.2 0.0 20.6 0.0 35.4 0.0 -13.4 0.0 -13.4

Frame Line

Column Line

--Wind_Left2- Horz Vert

-Wind_Right2- Horz Vert

--Wind_Long1- Horz Vert

--Wind_Long2- Horz Vert

-Seismic_Left Horz Vert

Seismic_Right Horz Vert

2* E -6.0 -6.7 2.0 -0.7 0.8 -12.4 0.4 -9.9 -3.7 -1.7 3.7 1.7 2* A -2.0 -0.7 6.0 -6.6 -0.4 -9.9 -0.8 -12.4 -3.7 1.7 3.7 -1.7 2* C 0.0 -7.5 0.0 -7.6 0.0 -12.0 0.0 -12.0 0.0 0.0 0.0 0.0

Frame Line

Column Line

-Seismic_Long Horz Vert

-----Temp---- Horz Vert

-MIN_SNOW--

Horz Vert

F1UNB_SL_L-

Horz Vert

F1UNB_SL_R-

Horz Vert

2* E 0.0 -9.3 0.9 0.8 3.8 14.7 3.0 18.4 3.0 4.2 2* A 0.0 -9.3 -0.9 0.8 -3.8 14.7 -3.0 4.2 -3.0 18.4 2* C 0.0 0.0 0.0 -1.7 0.0 30.9 0.0 27.6 0.0 27.6

Frame Line

Column Line

-----Dead---- Horz Vert

--Collateral- Horz Vert

-----Live---- Horz Vert

-----Snow---- Horz Vert

--Wind_Left1- Horz Vert

-Wind_Right1- Horz Vert

1* E 0.3 1.5 0.3 1.3 1.3 5.0 2.3 8.6 -3.0 -6.1 1.2 -2.4 1* A -0.3 1.5 -0.3 1.3 -1.3 5.0 -2.3 8.6 -1.2 -2.4 2.9 -6.1 1* C 0.0 2.5 0.0 2.6 0.0 10.5 0.0 18.1 0.0 -8.6 0.0 -8.6

Frame Line

Column Line

--Wind_Left2- Horz Vert

-Wind_Right2- Horz Vert

--Wind_Long1- Horz Vert

--Wind_Long2- Horz Vert

-Seismic_Left Horz Vert

Seismic_Right Horz Vert

1* E -3.2 -4.6 0.9 -0.8 0.4 -3.7 0.2 -2.4 -2.2 -1.0 2.2 1.0 1* A -0.9 -0.8 3.2 -4.6 -0.2 -2.4 -0.4 -3.7 -2.2 1.0 2.2 -1.0 1* C 0.0 -5.5 0.0 -5.5 0.0 -6.2 0.0 -6.2 0.0 0.0 0.0 0.0

Frame Line

Column Line

-----Temp---- Horz Vert

-MIN_SNOW--

Horz Vert

F2UNB_SL_L-

Horz Vert

F2UNB_SL_R-

Horz Vert

1* E 0.6 0.5 2.0 7.5 1.6 9.4 1.6 2.1 1* A -0.6 0.5 -2.0 7.5 -1.6 2.1 -1.6 9.4 1* C 0.0 -1.1 0.0 15.7 0.0 14.1 0.0 14.1

2* Frame lines: 2 3 1* Frame lines: 1 4

BUILDING BRACING REACTIONS

+- Reactions(k ) Panel_Shear Wall Col Wind Seismic (lb/ft)

Loc Line Line Horz Vert Horz Vert Wind Seis

L_EW 1 (h)

F_SW A 2,3 7.4 5.2 13.1 9.3

R_EW 4 (h)

B_SW E 3,2 7.4 5.2 13.1 9.3

Note

(h)Rigid frame at endwall

Reactions for seismic represent shear force, Eh Reaction values shown are unfactored

PEMB LOADING INPUT

*Loads provided by PEMB Engineer f1: 0.5 f2: 0.2 Wind (w): 1.30 SDS: 0.94

VERTICAL LOADS (KIP) LFRD ASD ASD ALT

COL ID DL LL Lr SL WL (UP) WL (DN) EQ (UP) EQ (DN) MAX MIN MAX MIN MAX MIN

1E 3.20 6.00 9.40 -7.00 7.00 -1.70 1.70 22.38 -4.12 13.40 -2.28 15.33 -2.26

1A 3.00 5.60 8.70 -6.50 6.50 -1.20 1.20 20.77 -3.80 12.45 -2.10 14.24 -2.07

1C 5.10 10.50 18.10 -8.60 8.60 -0.50 0.50 39.38 -4.01 23.20 -2.10 26.55 -1.61

2E 6.10 12.40 19.20 -13.50 13.50 -13.40 13.40 44.79 -9.05 28.11 -6.52 34.87 -4.88

2A 5.70 11.60 17.90 -13.00 13.00 -13.70 13.70 41.98 -9.64 26.85 -6.92 33.39 -5.40

2C 9.30 20.60 35.40 -13.40 13.40 -0.10 0.10 74.50 -5.03 44.70 -2.46 49.93 -1.15

2E3E 6.10 12.40 19.20 -18.70 18.70 -16.19 16.19 47.39 -13.21 29.57 -8.47 36.86 -8.49

2A3A 5.70 11.60 17.90 -18.20 13.00 -16.49 13.70 41.98 -13.07 26.85 -8.87 33.39 -8.50

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

MOMENT LOADS (KIP-FT) LFRD ASD ASD ALT

COL ID DL LL Lr SL WL (UP) WL (DN) EQ (UP) EQ (DN) MAX MIN MAX MIN MAX MIN

1E 3.60 8.40 12.80 -14.40 14.40 -16.00 16.00 32.00 -13.43 21.94 -9.51 27.83 -8.66

1A 3.60 8.40 12.80 -13.20 13.20 -12.00 12.00 31.40 -9.96 19.84 -6.71 24.97 -6.70

1C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2E 8.40 18.80 29.20 -26.40 26.40 -26.00 26.00 70.00 -20.01 44.74 -14.26 56.17 -12.19

2A 8.40 18.80 29.20 -25.60 25.60 -23.60 23.60 69.60 -18.04 43.48 -12.58 54.46 -11.57

2C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2E3E 8.40 18.80 29.20 -28.40 28.40 -26.00 26.00 71.00 -20.84 44.74 -14.26 56.17 -13.75

2A3A 8.40 18.80 29.20 -28.80 28.80 -23.60 23.60 71.20 -21.24 43.48 -12.58 54.46 -14.06

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

SHEAR LOADS x (KIP) LFRD ASD ASD ALT

COL ID DL LL Lr SL WL (UP) WL (DN) EQ (UP) EQ (DN) MAX MIN MAX MIN MAX MIN

1E 0.90 2.10 3.20 -3.60 3.60 -4.00 4.00 8.00 -3.36 5.48 -2.38 6.96 -2.16

1A 0.90 2.10 3.20 -3.30 3.30 -3.00 3.00 7.85 -2.49 4.96 -1.68 6.24 -1.67

1C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2E 2.10 4.70 7.30 -6.60 6.60 -6.50 6.50 17.50 -5.00 11.18 -3.56 14.04 -3.05

2A 2.10 4.70 7.30 -6.40 6.40 -5.90 5.90 17.40 -4.51 10.87 -3.14 13.61 -2.89

2C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2E3E 2.10 4.70 7.30 -6.60 3.30 -6.50 3.00 15.85 -5.00 9.40 -3.56 11.54 -3.05

2A3A 2.10 4.70 7.30 -6.40 6.40 -5.90 5.90 17.40 -4.51 10.87 -3.14 13.61 -2.89

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

SHEAR LOADS Z (KIP) LFRD ASD ASD ALT

COL ID DL LL Lr SL WL (UP) WL (DN) EQ (UP) EQ (DN) MAX MIN MAX MIN MAX MIN

1E 0.00 0.00 0.00 0.00 0.00 0.00

1A 0.00 0.00 0.00 0.00 0.00 0.00

1C 0.00 0.00 0.00 0.00 0.00 0.00

2E 0.00 0.00 0.00 0.00 0.00 0.00

2A 0.00 0.00 0.00 0.00 0.00 0.00

2C 0.00 0.00 0.00 0.00 0.00 0.00

2E3E -7.10 7.10 -13.10 13.10 13.10 -7.10 9.17 -9.17 9.36 -9.36

2A3A -7.20 7.10 -13.10 13.10 13.10 -7.20 9.17 -9.17 9.36 -9.36

W3

PEMB-CONCRETE SPOT FOOTING DESIGN

Key ID:…