20260923 Calculations.pdf

Principal Checked: _____

STRUCTURAL CALCULATIONS

9600 SW Oak Street, Suite 400 | Portland, Oregon 97223 | 503.246.1250 | miller-se.com

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

Project No. 260572

16 pages

September 23, 2026

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EXPIRES: 06 - 30 - 2028

DIGITALLY SIGNED

Project Design Criteria

Structural System Information Building Code: 2025

Risk Category: II

Structural System:

Importance Factors: IS = 1.00 Ii = 1.00 IW = 1.00 Iₚ = 1.00

Loading Information Deflection Criteria Dead Ice Dead Live/Wind Snow

Antenna Mount Self Wt 1.23 in Antenna Mount

Wind Loading

Wind Design: ASCE 7-22

Basic Wind Speed (Ultimate) = 96 mph

Exposure B

Seismic Loading

See following pages for seismic design values.

Scope of Work

Oregon Structural Specialty Code

Component

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

The following calculations are for the design of (3) new antenna mounts to an existing building in Salem, Oregon. The antenna mounts are supporting triple band antennas that are designed by others. The existing wide flange outriggers and their connection back to the building were checked for the additional load from the antenna. The existing building is designed by others.

Design Criteria Hub Report OSSC 2025 1921 Turner Rd SE, Salem, Oregon, 97302

Latitude / Longitude: 44.9119 -122.9977

Elevation: 201.5 ft

Area of Interest

Site-Specific Climatic and Geographic Design Criteria Risk Category II

Site Soil Class Default

County Marion County

Ground Snow Load: 42 psf

Basic Wind Speed 96 mph

Seismic Design Category D

Frost line depth 12 inches

See the 2025 Oregon Structural Specialty Code for more information.

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx

Seismic

1921 Turner Rd SE, Salem, Oregon, 97302

Latitude: 44.91188, Longitude: -122.99767

Seismic Design Category D

Type Value Description

PGAM 0.53 Site modified peak ground acceleration

SMS 1.19 Maximum considered earthquake spectral response acceleration for short periods (0.2 s)

SM1 0.81 Maximum considered earthquake spectral response acceleration for 1-second period

SDS 0.79 Five-percent damped design spectral response acceleration at short periods (0.2 s)

SD1 0.54 Five-percent damped design spectral response acceleration at a 1-second period

TL 16 Transition period to constant displacement region in horizontal elastic design spectrum

SS 0.93

Mapped spectral accelerations for short periods (0.2 s) (Risk-Targeted Maximum Considered

Earthquake (MCER) spectral response acceleration)

S1 0.38 Mapped spectral accelerations for a 1-second period (Risk-Targeted Maximum Considered

Earthquake (MCER) spectral response acceleration)

VS30 260 Time-averaged shear-wave velocity to 30m depth

Query Date Wednesday, August 5, 2026 at 10:47 AM

Design Code Reference Document ASCE 7-22

Risk Category II

Site Class Default

See the 2025 Oregon Structural Specialty Code for more information.

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

Wind

1921 Turner Rd SE, Salem, Oregon, 97302

Latitude: 44.91188, Longitude: -122.99767

Basic Wind Speed: 96 mph

Layer Within

County Marion County

Basic Wind Speed 96 mph

See the 2025 Oregon Structural Specialty Code for more information.

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx https://www.oregon.gov/bcd/codes-stand/pages/commercial-structures.aspx

Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 1.23 in.

Concurrent Temperature: 25 F

3-s Gust Speed 41 mph

Standard ASCE/SEI 7-22, Figs. 10-2 through 10-8

Wed Aug 05 2026

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 for 250, 500, 1,000, and 1,400-year mean recurrence intervals along with concurrent 3-s gust speeds and concurrent air temperatures. The shading indicates special icing regions, with elevations above 2,100 ft (640 m) in the east, 6,000 ft (1829 m) in the west, and 1,600 ft (488 m) in Alaska, with sparse weather station data for determining design ice loads. In these regions, as well as in regions with complex terrain causing unusual icing conditions and regions where snow or in-cloud icing results in larger loads, the mapped values should be adjusted based on a combination of local historical records and experience, reanalysis data, and numerical weather prediction systems.

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.

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

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260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department https://ascehazardtool.org/

ASCE 7-22: SEISMIC DESIGN FORCES FOR NONSTRUCTURAL BUILDING COMPONENTS

Per Section 13.3

Site Class = Default Section 11.4.2.1

Risk Category = II Table 1.5-1

Ss = 0.930 g ASCE 7 Hazard Tool

S1 = 0.380 g ASCE 7 Hazard Tool

SMS = 1.190 g ASCE 7 Hazard Tool

SM1 = 0.810 g ASCE 7 Hazard Tool

SDS = 0.793 g Eqn. 11.4-1

SD1 = 0.540 g Eqn. 11.4-2

Component Importance Factor, Ip = 1.00 Section 13.1.3

Support Location =

Component Type =

Support Structure Response Modification Factor, R = 3.50 Table 12.2-1, Table 15.4-1, or Table 15.4-2

Support Structure Overstrength Factor, Ω0 = 2.50 Table 12.2-1, Table 15.4-1, or Table 15.4-2

Support Structure Importance Factor, Ie = 1.00 Table 1.5-2

Structure Ductility Reduction Factor, Rµ = 1.30 Eqn. 13.3-6

Component Resonance Ductility Factor, CAR = 1.00 Table 13.6-1

Component Strength Factor, Rpo = 1.50 Table 13.6-1

Anchorage Overstrength Factor, Ω0p = 2.00 Table 13.6-1

CT = 0.02 Table 12.8-2 x = 0.75 Table 12.8-2 hn = 25 ft Section 12.8.2.1

Ta = 0.224 sec Eqn. 12.8-8 z = 20 ft Component attachment height w/ respect to base h = 25 ft Average roof height of structure w/ respect to base

Hf = 3.00 Eqn. 13.3-5

Fp = 0.488 * Wp Eqn. 13.3-1

Fp (max) = 1.269 * Wp Eqn. 13.3-2

Fp (min) = 0.238 * Wp Eqn. 13.3-3

Fp = 0.488 * Wp

0.2SDSWp = 0.159 * Wp Section 13.3.1.6

Mechanical and Electrical Components

Supported above grade by a structure

Communication equipment, computers, instrumentation, and controls

(ULTIMATE)

SEISMIC LOADING

9600 SW Oak St #400 Portland, OR 97223

503.246.1250 miller-se.com

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Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

WIND LOADING

ASCE 7-22, Section 29.4 Design Wind Loads: Other Structures F = qzKdGCfAf (lbs) qz = 0.00256KzKztKeV2 qz = 0.00256(1.13)(1.0)(0.99)(96 mph)2 = 26.5 psf Kd = 0.85 G = gust-effect factor from section 26.11 = 0.85 Cf = force coefficient from Figures 29.4-1 through 29.4-4 = 0.7 Cf : D = 6.63 in (Pipe 6 STD), D' = 0 in, h = 36 ft Round, D(q)0.5 = (6.63 in/12)(26.5 psf)0.5 = 2.84 > 2.5 D'/D = 0/6.63 in = 0 in < 0.02, Moderately Smooth h/D = 36 ft/(6.63 in/12) = 65 Cf = 0.7

F = 26.5 psf*0.85*0.85*0.7 = 13.4 psf

Wind pressure on antenna and antenna support = 13.4 psf

9600 SW Oak St #400 Portland, OR 97223

503.246.1250 miller-se.com

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260572

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Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

(ULTIMATE)ASCE 7-22: Ice Load on a Member

Section 10.4

Risk Category = II

Ice Importance Factor - Thickness, Ii = 1.00 Table 1.5-2

Ice Importance Factor - Wind, Iw = 1.00 Table 1.5-2

Topographic Factor, Kzt = 1.00 Section 26.8

Height of Member, z = 62 ft (above ground)

Height Factor, fz = 1.07 Eqn 10.4-4

Nominal Ice Thickness, t = 1.23 in Figure 10.4-2, 10.4-3, 10.4-4, 10.4-5, or 10.4-6

Design Ice Thickness, td = 1.31 in

Member Shape: Pipe 3 STD

Diameter = 3.50 in

Diameter of Circle Around Shape, Dc = 3.50 in

Ice Cross-sectional Area, Ai = 19.8 in²

Volume of Ice, Vi = 238 in³

Weight of Ice, wice = 7.7 plf (based on 56 pcf for ice)

ICE LOADING

9600 SW Oak St #400 Portland, OR 97223

503.246.1250 miller-se.com

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Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

LOAD DEVELOPMENT

Applicable LRFD Load Combinations 1.4D 1.2D + 1.0W 1.2D + 0.2Di

1.2D + Di + Wi 1.2D + Di 0.9D + Di + Wi 1.2D + Ev + Eh 0.9D - Ev + Eh Where Di = Weight of ice, Wi = Wind-on-ice

D = Self weight of support + 10 lbs (antenna + base) W = Wi = 13.4 psf Di = 7.7 plf Eh = 0.488W Ev = 0.159W

Roof cavity depth from top of W8 to top of SSMR = 1 ft Needed height to top of antenna = 25 ft Length of antenna + spring = 6.33ft Height from base (at W8) to top of antenna = 26 ft Length of pipe base = 26 ft - 6.33 ft = 19.66 ft

Pipe Try Pipe 3 STD: O.D. = 3.5 in Self wt. = 7.58 plf(19.66 ft) = 149 lbs Di = 7.7 plf(19.66 ft) = 151 lbs W = 13.4 psf(3.5 in/12)(19.66 ft) = 77 lbs Wi = 13.4 psf((3.5 in + 1.31 in*2)/12)(19.66 ft) = 135 lbs Eh = 0.488(149 lbs) = 73 lbs Ev = 0.159(149 lbs) = 24 lbs

Antennas Self wt. = 10 lbs Di = 3.7 plf(6.33 ft) = 24 lbs W = 13.4 psf(1 in/12)(6.33 ft) = 8 lbs Wi = 13.4 psf((1 in + 1.31 in*2)/12)(6.33 ft) = 26 lbs Eh = 0.488(10 lbs) = 5 lbs Ev = 0.159(10 lbs) = 2 lbs

Steel Plates Self wt ~ 25 lbs at ea mount

Channel (C6x13) Self wt = 13 plf(40.33 ft) = 524 lbs

Gravity load addition:

149 lbs+10 lbs+25 lbs+13 plf(20 ft) = 444 lbs

(E) dead load = 15 psf(20 ft)(80.83 ft) = 24250 lbs 444 lbs/24250 lbs = 0.018 = 2% < 5%

Per OSSC 2025 Section 3408.5.2, no further analysis needed on (E) member

Gravity load addition, W8x10:

149 lbs+10 lbs+25 lbs+13 plf(20 ft) = 444 lbs

(E) dead load = 15 psf(20 ft)(6 ft) = 1800 lbs 444 lbs/1800 lbs = 0.246 = 25% > 5%

Per OSSC 2025 Section 3408.5.2, further analysis is needed on (E) member. See page 16.

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260572

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Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

ANTENNA MOUNT

Mount Plate Bolts to Top Plate V = Wi = 26 lbs MOT = 26 lbs(6.33 ft) = 165 lb-ft T/C = 165 lb-ft/(4.5 in/12) = 440 lbs

Tc = 67.5 ksi(0.375 in)2π/4 = 7.4 k = 7455 lbs > 440 lbs OK Vc = 40.5 ksi(0.375 in)2p/4 = 4.4 k = 4473 lbs > 26 lbs OK

(4) 3/8" through bolts at mount plate to top plate OK

Top Plate MOT = 165 lb-ft = 1.98 k-in φFyZ = 0.9(36 ksi)(6*0.524) = 12.15 k-in > 1.98 k-in OK

PL 1/2 x 6 x 0'-6" top plate OK

3" STD Pipe M = 26 lbs(19.66 ft) + (13.4 psf*(3.5 in+1.31 in*2))(19.66 ft)2/2 = 1833 lb-ft V = 26 lbs + (13.4 psf*(3.5 in+1.31 in*2))(19.66 ft) = 161 lbs

See next page for pipe design.

3" STD SCH 40 Pipe, 19'-8" tall OK

Bottom Plate T/C = 1833 lb-ft/(3.3125 in/12 in/ft) = 5586 lb M = 5586 lb*1.3125 in = 7332 lb-in = 7.3 k-in φFyZ = 0.9(36 ksi)(1.9375 in*(0.75 in)2/4) = 8.8 k-in > 7.3 k-in OK

PL 3/4 x 6 x 0'-6" bottom plate OK

Side Plates at W8x10 Antenna = 149 lbs + 10 lb + 25 lbs = 184 lbs Channel = 20 ft(13 plf) = 260 lbs 1.4DL: M = 1.4[184 lbs(3.5 in) + 260 lbs(6.5 in + 0.318 in)] = 3383 lb-in Wind Ld from pipe: M = 1833 lb-ft = 21996 lb-in Total moment = 3383 lb-in + 21996 lb-in = 25379 lb-in φFyZ = 0.9(36 ksi)(0.25 in*(5.5 in)2/4) = 61.26 k-in > 25.38 k-in OK

Custom PL 1/4 OK

Side Plate weld to W8x10 M = 1.4[184 lbs(3.5 in + 7 in) + 260 lbs(6.5 in + 0.318 in + 7 in)] + 21996 lb-in = 29731 lb-in Sw = bd + d2/6 = (4 in*6.5 in) + (6.5 in)2/6 = 33.04 in2 M/Sw = 29731 lb-in/33.04 in2 = 900 lb/in Weldcap = 0.75(0.6)(0.7071)(3/16 in)(70 ksi) = 4.17 k/in > 0.9 k/in OK

Weld 1/4" Side Plate to W8x10 w/ 3/16" fillet weld 4" top & bot and full depth of plate

3.5" 0.318"

6.5"7"

Tension Force from Moment Couple of pipe to check bending in plate

3.3125"

1 1 /16

13/16"

1.3125"

2 11/16"

1.9375"

V

Side Plate

Bottom Plate

3" STD Pipe

Top Plate

Mount Plate Bolts

Antenna

Torsional Brace - Channel

Antenna Mount - Pipe

Steel Column/Beam Design - AISC 360

Shape: PIPE Shape Capacity = 0.33 < 1.0

Size: 3 SCH40

LRFD Use Factored Loads Axial Capacity, Chapter E

Weight = 7.58 plf Aeff = N/A in

Pr = 0.31 k, axial compression load Qa = 1.00 (Section E7, pg 16.1-43)

Mrstrong = 1.83 ft-k Festrong = 11.0 ksi, (Section E3 pg 16.1-33)

Mrweak = 0.00 ft-k Feweak = 11.0 ksi, (Section E3 pg 16.1-33)

Vrstrong = 0.00 k Fcrstrong = 9.65 ksi, (Section E3 pg 16.1-33)

Vrweak = 0.16 k Fcrweak = 9.65 ksi, (Section E3 pg 16.1-33)

Tr = 0.00 ft-k, torsional load Pn = 20 k, (Section E3 pg 16.1-33)

Kstrong = 0.80 (Table C-C2.2, pg 16.1-240) Moment Capacity, Chapter F

Kweak = 0.80 (Table C-C2.2, pg 16.1-240) Seffstrong = N/A in

Lstrong = 19.66 ft Seffweak = N/A in

Lweak = 19.66 ft Mnstrong = 6.4 ft-k, (Section F8 pgs 16.1-56)

Lv = 19.66 ft, (for round shapes) Mnweak = 6.4 (ft-k, Section F8 pgs 16.1-56)

KL/rstrong = 161.31 Shear Capacity: Chapter G

KL/rweak = 161.31 kv = N/A (Section G5, pg 16.1-68)

E = 29000 ksi Cvstrong = N/A (Section G2, pg 16.1-65)

Fy = 35 ksi Cvweak = N/A (Section G2, pg 16.1-65)

Ag = 2.08 in 2 Awstrong = N/A in

, (Section G5, pg 16.1-68) t = 0.201 in Awweak = N/A in , (Section G5, pg 16.1-68)

Zstrong = 2.190 in 3 Fcr = 21.00 ksi, (Section G6, pg 16.1-68)

Zweak = 2.190 in 3 Vnstrong = 21.8 k, (Section G6, pg 16.1-68)

Sstrong = 1.630 in 3 Vnweak = 21.8 k, (Section G6, pg 16.1-68)

Sweak = 1.630 in 3 Torsional Capacity: Chapter H

Istrong = 2.850 in 4 Fcr = 21.00 ksi, (Section H3 pg 16.1-74)

Iweak = 2.850 in 4 C = 3.44 torsional shear constant rstrong = 1.170 in Tn = 6.0 ft-k, (Section H3 pg 16.1-74) rweak = 1.170 in Allowable Capacties Rn / W (ASD); Rn * F (LRFD)

(LRFD) Pc, k Mc, ft-k Vc, k Tc, ft-k strong-axis 18.1 5.8 19.7 5.4 weak-axis 5.8 19.7

Interaction Equations:

Pr/Pc = 0.02

Tr/Tc =

0.33 < 1.0 OK

Equation H1-1b, AISC 13 ed., pg 16.1-70

Use PIPE 3 SCH40

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260572

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Operations Facility Antenna Installation

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260572

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Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

TORSIONAL BRACE - CHANNEL 6x13

Moment at base plate of antenna mount

(4) 1/2" Dia. bolts V = 260 lbs V from Torsion = 1.890 k-ft/(2.25 in/12 in) = 10.1 k

(2) 1/2" dia. bolts in Shear: 10.1 k/2 = 5.05 k/bolt V total = [(260 lbs/4/1000 lb/k)2 + (5.05 k/bolt)2]0.5 = 5.05 k Vcap = φFnv(A) = 40.5 ksi(0.5 in)2π/4 = 7.95 k > 5.05 k OK

(4) 1/2" dia. bolts from angles to C6x13

L3 1/2x2 1/2x1/2 Welded to 1/4" Plates M = 1890 lb-ft Sw = (2bd + d2)/3 = [2(3 in)(5 in)+(5 in)2]/3 = 18.33 in2 M/Sw = 1890 lb-ft(12 in/ft)/(18.33 in2) = 1237 lb/in = 1.24 k/in V = 314 lb/(3 in + 5 in + 3 in) = 28.5 lb/in φRn = 0.75(0.60)(70 ksi)(0.7071)(0.1875 in) = 4.17 k/in

1.24 k/in + 0.029 k/in = 1.27 k/in < 4.17 k/in OK

Min 3/16" fillet weld from angle to side plates

Torsional Brace - Channel

Steel Column/Beam Design - AISC 13th Addition

Shape: C Shape Capacity = 0.67 < 1.0

Size: 6X13

LRFD Use Factored Loads Axial Capacity, Chapter E

Weight = 13 plf Aeff = -2.38 in

Pr = 0.00 k, axial compression load Q = 1.00

Mrx = 0.00 ft-k, strong axis moment Qs = 1.00 (Section E7, pg 16.1-43)

Mry = 1.83 ft-k, weak axis moment Qa = 1.00 (Section E7, pg 16.1-42)

Vry = 0.18 k, strong axis shear Fex = 22.5 ksi, (Section E3 pg 16.1-33)

Vrx = 0.00 k, weak axis shear Fey = 1.4 ksi, (Section E3 pg 16.1-33)

Kx = 1.00 (Table C-C2.2, pg 16.1-240) Fcrx = 18.5 ksi, (Section E3 pg 16.1-33)

Ky = 1.00 (Table C-C2.2, pg 16.1-240) Fcry = 1.2 ksi, (Section E3 pg 16.1-33)

Lbx = 20.00 ft Pnx = 70 k, (Section E3 pg 16.1-33)

Lby = 20.00 ft Pny = 5 k, (Section E3 pg 16.1-33)

KL/r x = 112.68 Moment Capacity, Chapter F

KL/r y = 458.02 Cb = 1

E = 29000 ksi Mnx = 9.9 ft-k, (section F2 pg. 16.1-47)

Fy = 36 ksi Mny = 3.1 ft-k, (section F6 pg. 16.1-54) d = 6 in Shear Capacity: Chapter G

Ag = 3.81 in 2 kvx = 5 (Section G2, pg 16.1-65) tf = 0.343 in kvx = 1.2 (Section G7, pg 16.1-68) bf = 2.16 in Cvx = 1.00 (Section G2, pg 16.1-65) tw = 0.437 in Cvy = 1.00 (Section G2, pg 16.1-65) hw = 4.38 in Awx = 2.62 in , (Section G5, pg 16.1-68)

Zx = 7.29 in 3 Awy = 1.48 in

, (Section G5, pg 16.1-68)

Zy = 1.35 in 3 Vnx = 56.6 k, (Section G6, pg 16.1-68)

Sx = 5.78 in 3 Vny = 32.0 k, (Section G6, pg 16.1-68)

Sy = 0.638 in 3 Allowable Capacties Rn / W (ASD); Rn * F (LRFD)

Ix = 17.3 in 4 (LRFD) Pc, k Mc, ft-k Vc, k

Iy = 1.05 in 4 x-axis 4.1 8.9 56.6 rx = 2.13 in y-axis 2.8 32.0 ry = 0.524 in Interaction Equations:

J = 0.237 in

Cw = 7.19 in 6 Pr/Pc = 0.00 < 0.2, Equation H1-1b controls

Section is Compact in the flange for flexure 0.67 < 1.0 OK

Section is Compact in the flange for compression Equation H1-1b, AISC 13 ed., pg 16.1-70

Section is Compact in the web for flexure Use C 6X13

Section is Compact in the web for compression

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8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

Oregon Military Department

CCS

(E) W8x10 CHECK & (E) CONNECTIONS 1'-

1 1 /2"

0'-1 1/4"

0'- 3 1

/4" 0'-

4 1 /2"

0'- 3 1

/4"

0'-1 1/4"

W8x10 Connection Check M = 1.2[184 lbs(5 ft 4 in) + 260 lbs(5 ft 7.318 in)] + 1.2(10 plf)(6 ft)2/2 + 26 lbs(19.66 ft) + (13.4 psf*(3.5 in+1.31 in*2))(19.66 ft)2/2 + 1.2(300 plf*(6 ft)2/2) = 18.62 k-ft

(8) 3/4" Dia. bolts V = 1.2*0.3 k/ft*6 ft + 0.5 k/ft*6 ft + 1.2*0.184 k + 1.2*0.26 k + 1.2*0.06 k = 5.76 k T/C = 18.62 k-ft/(7.75 in/12 in) = 28.83 k

(4) 3/4" dia. bolts in Tension: 28.83 k/4 = 7.2 k/bolt Vcap = φFnv(A) = 40.5 ksi(0.75 in)2π/4 = 17.9 k > 5.76 k

5.76 k/17.9 k = 0.32 > 20%, need to check bolt in combination Tcap = φFnt(A) = 67.5 ksi(0.75 in)2π/4 = 29.8 k > 7.2 k

Combination: [(5.76 k/17.9 k)2 + (7.2 k/29.8 k)2]0.5 = 0.4 < 1.0 OK

(E) (8) 3/4" dia. bolts at end of W8x10 to building OK

3/16" Fillet Weld M = 18.62 k-ft Sw = 2bd + d2/3 = 2(3.9375 in)(7.6875 in) + (7.6875 in)2/3 = 80.24 in2 M/Sw = (18.62 k-ft)(12 in/ft)/(80.24 in2) = 2.78 k/in V = 5.76 k/(2*6.875 in + 2*3.9375 in + 4*1.5625 in) = 0.207 k/in φRn = 0.75(0.60)(70 ksi)(0.7071)(0.1875 in) = 4.17 k/in

2.78 k/in + 0.207 k/in = 2.99 k/in < 4.17 k/in

(E) 3/16" fillet weld at end of W8x10 to building OK

(E) W8x10 Check 1.2D + 1.0W:

M = 1.2[184 lbs(5 ft 4 in) + 260 lbs(5 ft 7.318 in)] + 1.2(10 plf)(6 ft)2/2 + 26 lbs(19.66 ft) + (13.4 psf*(3.5 in+1.31 in*2))(19.66 ft)2/2 + 1.2(300 plf*(6 ft)2/2) = 11.46 k-ft V = 1.2(184 lbs + 260 lbs + 10 plf*6 ft + 300 plf*6 ft) = 2.76 k

1.2D + 1.0S (Controlling load combination):

M = 1.2[184 lbs(5 ft 4 in) + 260 lbs(5 ft 7.318 in)] + 1.2(10 plf)(6 ft)2/2 + 1.2(300 plf*(6 ft)2/2) + 1.0(500 plf*(6 ft)2/2) = 18.62 k-ft V = 1.2*0.3 k/ft*6 ft + 0.5 k/ft*6 ft + 1.2*0.184 k + 1.2*0.26 k + 1.2*0.06 k = 5.76 k

See following page for W8x10 analysis.

Self weight of W8 Wind Load on Antenna w/ Ice

Wind Load on Pipe w/ Ice

Dead Load of

(E) Bldg

(E) Load:

DL = 15 psf(20 ft) = 300 plf SL = 25 psf(20 ft) = 500 plf

5'-7.318" 5'-4"

5'-0.5"

184 lbs

260 lbs

(E) W8x10 Check

1.2D + 1.0S

Steel Column/Beam Design - AISC 13th Addition

Shape: W Shape Capacity = 0.71 < 1.0

Size: 8X10

LRFD Use Factored Loads Axial Capacity, Chapter E

Weight = 10 plf Aeff = 2.91 in

Pr = 0.00 k, axial compression load Q = 0.98

Mrx = 18.62 ft-k, strong axis moment Qs = 1.00 (Section E7, pg 16.1-40)

Mry = 0.00 ft-k, weak axis moment Qa = 0.98 (Section E7, pg 16.1-42)

Vry = 5.76 k, strong axis shear Fex = 129.8 ksi, (Section E3 pg 16.1-33)

Vrx = 0.00 k, weak axis shear Fey = 61.0 ksi, (Section E3 pg 16.1-33)

Kx = 2.10 (Table C-C2.2, pg 16.1-240) Fcrx = 42.0 ksi, (Section E3 pg 16.1-33)

Ky = 0.80 (Table C-C2.2, pg 16.1-240) Fcry = 35.1 ksi, (Section E3 pg 16.1-33)

Lbx = 6.00 ft Pnx = 124 k, (Section E3 pg 16.1-33)

Lby = 6.00 ft Pny = 104 k, (Section E3 pg 16.1-33)

KL/r x = 46.96 Moment Capacity, Chapter F

KL/r y = 68.49 Cb = 1

E = 29000 ksi Mnx = 29.3 ft-k, (section F2 pg. 16.1-47)

Fy = 50 ksi Mny = 4.3 ft-k, (section F6 pg. 16.1-54) d = 7.89 in Shear Capacity: Chapter G

Ag = 2.96 in 2 kvx = 5 (Section G2, pg 16.1-65) tf = 0.205 in kvx = 1.2 (Section G7, pg 16.1-68) bf = 3.94 in Cvx = 1.00 (Section G2, pg 16.1-65) tw = 0.17 in Cvy = 1.00 (Section G2, pg 16.1-65) hw = 6.89 in Awx = 1.34 in , (Section G5, pg 16.1-68)

Zx = 8.87 in 3 Awy = 1.62 in

, (Section G5, pg 16.1-68)

Zy = 1.66 in 3 Vnx = 40.2 k, (Section G2, pg 16.1-65)

Sx = 7.81 in 3 Vny = 48.5 k, (Section G2, pg 16.1-65)

Sy = 1.06 in 3 Allowable Capacties Rn / W (ASD); Rn * F (LRFD)

Ix = 30.8 in 4 (LRFD) Pc, k Mc, ft-k Vc, k

Iy = 2.09 in 4 x-axis 93.6 26.3 40.2 rx = 3.22 in y-axis 3.9 48.5 ry = 0.841 in Interaction Equations:

J = 0.0426 in

Cw = 30.9 in 6 Pr/Pc = 0.00 < 0.2, Equation H1-1b controls

Section is Noncompact in the flange for flexure 0.71 < 1.0 OK

Section is Compact in the flange for compression Equation H1-1b, AISC 13 ed., pg 16.1-70

Section is Compact in the web for flexure Use W 8X10

Section is Slender in the web for compression

9600 SW Oak St #400

Portland, OR 97223 503.246.1250 miller-se.com

Client

Location

Project Name Project #

By Ck'd Date Page

260572

8/25/2026

Operations Facility Antenna Installation

1921 Turner Road SE, Salem, OR

REFERENCE ONLY