CNCC Yaeger Structural Calculations_2026-07-17.pdf

STRUCTURAL CALCULATIONS

CNCC – Yaeger Building

PREPARED FOR:

Rosenfeld Design, LLC

81 Crescent Place

Glenwood Springs, CO 81601

PREPARED BY:

HCL Engineering & Surveying, LLC

5975 S. Quebec St, Suite 200

Centennial, CO, 80111

720.340.8511

Contact: Neal Bohnen, PE

07/17/2026

07-17-26

HCL Project No. 260017

500 Kennedy Drive

Rangely, CO, 81648

TABLE OF CONTENTS

Section 1: Design Criteria

1.0 Code Search ................................................................ 2-12

2.0 ASCE Design Hazards Report ....................................... 13-17

3.0 Authority Having Jurisdiction Adopted Code Amendments

Section 2: Wood Design

1.0 Forte Calculations ........................................................ 20-27

Section 1: Design Criteria

HCL Engineering JOB TITLE CNCC Yaeger Building

5975 S. Quebec St. Suit 200 500 Kennedy Dr, Rangely, CO 81648

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE 7/17/26

CHECKED BY DATE

CS2024 Ver 2025-02-23 www.struware.com

STRUCTURAL CALCULATIONS

FOR

CNCC Yaeger Building

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE 7/17/26

CHECKED BY DATE

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = E

Risk Category & Importance Factors:

Risk Category = III

Wind Factor = 1.00 Importance Factor = 1.10

Seismic Importance factor = 1.25

Type of Construction:

Fire Rating:

Roof = 0.0 hr Floor = 0.0 hr

Building Geometry:

Roof angle (θ) 0.25 / 12 1.2 deg Building length 124.0 ft Least width 80.0 ft Mean Roof Ht (h) 118.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft hb for Elevated bldg 0.0 ft

Live Loads:

Roof 0 to 200 sf: 20 psf use 20.0 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf

Floor:

Typical Floor 50 psf

Partitions 15 psf

Lobbies & first floor corridors 100 psf

Manufacturing: Light 125 psf

Garages - passenger cars only 40 psf

Non exit walkways & elev platforms 60 psf

Storage warehouses: Light 125 psf

Schools: Classrooms 40 psf

International Building Code 2021

Educational

Building Geometry:

Roof angle (θ) 0.25 / 12 1.2 deg Building length 124.0 ft Least width 80.0 ft Mean Roof Ht (h) 118.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft hb for Elevated bldg 0.0 ft

Live Loads:

Roof 0 to 200 sf: 20 psf use 20.0 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf

Floor:

Typical Floor 50 psf

Partitions 15 psf

Lobbies & first floor corridors 100 psf

Manufacturing: Light 125 psf

Garages - passenger cars only 40 psf

Non exit walkways & elev platforms 60 psf

Storage warehouses: Light 125 psf

Schools: Classrooms 40 psf

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE 7/17/26

CHECKED BY DATE

Wind Loads : ASCE 7- 16

Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category III Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd) 0.85 Kh MWFRS<=60 1.312 Kh all other 1.312

Type of roof Monoslope

Topographic Factor (Kzt) Topography Hill Height (H) H< 15ft;exp C Half Hill Length (Lh) ∴ Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = Bldg up/down wind?

H/Lh= 0.00 K1 = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000

At Mean Roof Ht:

Kzt = (1+K1K2K3)^2 = 1.00

Gust Effect Factor h = 118.5 ft Flexible structure if natural frequency < 1 Hz (T > 1 second).

B = 80.0 ft If building h/B>4 then may be flexible and should be investigated.

/z (0.6h) = 71.1 ft h/B = 1.48

G = 0.85 Using rigid structure default

Rigid Structure Flexible or Dynamically Sensitive Structure ē = 0.20 Natural Frequency (η1) = 0.7 Hz ℓ = 500 ft Damping ratio (β) = 0.01 zmin = 15 ft /b = 0.650 c = 0.20 /α = 0.154 gQ, gv = 3.4 Vz = 118.0

Lz = 583.0 ft N1 = 3.46 Q = 0.87 Rn = 0.064 Iz = 0.18 Rh = 0.262 η = 3.233 h = 118.5 ft

G = 0.86 use G = 0.85 RB = 0.355 η = 2.183 RL = 0.084 η = 11.327 gR = 4.104

R = 0.581 Gf = 0.980

Ground Elevation Factor (Ke)

Grd level above sea level = 5,444 ft Ke = 0.8211 Constant = 0.00256

0.00256Ke = 0.00210

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE

CHECKED BY DATE

Ultimate Wind Pressures

Wind Loads - Components & Cladding : h > 60' Kh = 1.312

Base pressure (qh) = 28.4 psf h = 118.5 ft

Minimum parapet ht = 0.0 ft a = 8.0 ft

Roof Angle (θ) = 1.2 deg GCpi = +/-0.18 Type of roof = Monoslope qi = qh = 28.4 psf

Roof GCp Surface Pressure (psf) User input

Area 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf 100 sf 100 sf Negative Zone 1 -1.40 -1.19 -1.11 -0.90 -44.8 -39.0 -36.5 -30.6 -36.5 -36.5 Negative Zone 2 -2.30 -2.01 -1.89 -1.60 -70.3 -62.2 -58.6 -50.5 -58.6 -58.6 Negative Zone 3 -3.20 -2.83 -2.67 -2.30 -95.9 -85.4 -80.8 -70.3 -80.8 -80.8

Positive All Zones - - - - 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1 -2.30 -2.04 -1.91 -1.60 -65.2 -57.8 -54.0 -45.4 -54.0 -54.0 Overhang Zone 2 -3.20 -2.86 -2.69 -2.30 -90.7 -81.0 -76.2 -65.2 -76.2 -76.2

Overhang Zone 3 @zone 4 -4.10 -3.67 -3.47 -3.00 -116.3 -104.2 -98.4 -85.1 -98.4 -98.4 Overhang Zone 3 @zone 5 -5.00 -4.40 -4.07 -3.30 -141.8 -124.8 -115.4 -93.6 -115.4 -115.4

Overhang pressures are from ASCE 7-22 procedure and assume internal pressure coef of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 5.1 psf)

Parapet qp = 0.0 psf Surface Pressure (psf) User input

Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A : Edge zones: 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Corner zones: 0.0 0.0 0.0 0.0 0.0 0.0 0.0

CASE B : Edge zones: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zones: 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Walls GCp Surface Pressure at h Area 20 sf 100 sf 200 sf 500 sf 20 sf 100 sf 200 sf 500 sf 100 sf 200 sf

Negative Zone 4 -0.90 -0.80 -0.76 -0.70 -30.6 -27.8 -26.6 -25.0 -27.8 -26.6 Negative Zone 5 -1.80 -1.40 -1.23 -1.00 -56.1 -44.8 -39.9 -33.5 -44.8 -39.9

Positive Zone 4 & 5 0.90 0.75 0.69 0.60 30.6 26.4 24.5 22.1 26.4 24.5 NOTE: Negative zones 4 & 5 pressures apply to all heights. Positive pressures vary with height, see below.

Wall surface pressure at 'z' Positive zone 4 & 5 (psf) User input z Kz Kzt qz (psf) 20 100 200 500 100 sf 200 sf

0 to 15' 0.85 1.00 18.4 21.6 18.9 17.7 16.1 18.9 17.7

20.0 ft 0.90 1.00 19.5 22.7 19.7 18.5 16.8 19.7 18.5

25.0 ft 0.95 1.00 20.4 23.5 20.4 19.1 17.4 20.4 19.1

30.0 ft 0.98 1.00 21.2 24.2 21.0 19.7 17.8 21.0 19.7

40.0 ft 1.04 1.00 22.6 25.4 22.0 20.6 18.6 22.0 20.6

50.0 ft 1.09 1.00 23.6 26.4 22.8 21.3 19.3 22.8 21.3

60.0 ft 1.14 1.00 24.6 27.2 23.5 21.9 19.8 23.5 21.9

70.0 ft 1.17 1.00 25.4 27.9 24.1 22.5 20.3 24.1 22.5

80.0 ft 1.21 1.00 26.1 28.6 24.7 23.0 20.8 24.7 23.0

90.0 ft 1.24 1.00 26.8 29.2 25.2 23.4 21.2 25.2 23.4

100.0 ft 1.27 1.00 27.4 29.7 25.6 23.9 21.5 25.6 23.9 h = 118.5 ft 1.31 1.00 28.4 30.6 26.4 24.5 22.1 26.4 24.5 ridge = 119.3 ft 1.31 1.00 28.4 30.7 26.4 24.6 22.1 26.4 24.6

User input

7/17/26

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE

CHECKED BY DATE

7/17/26

Location of C&C Wind Pressure Zones - ASCE 7-16

Roofs w/ θ ≤ 10° Walls h ≤ 60' and all walls & alt design h<90' and Gable θ ≤ 7 degrees & Monoslope roofs h > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'

Monoslope roofs Multispan Gable > 10° Hip 7° < θ ≤ 27° 10° < θ ≤ 30° & Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90'

Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90'

Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90'

Note: The stepped roof zones above are as shown in ASCE 7-16 . Prior editions didn't show zones, but the notes sent you to the low slope gable figure. The note in ASCE 7-16 still sends you to the low slope gable figure, but for some reason the zones shown are per editions prior to ASCE 7-16.

Therefore, the above zones may be a code mistake and the correct zone locations may be per the low slope gable roof shown at the top of this page.

Note: The hatched area indicates where roof positive pressures are equal to the adjacent wall positive pressure.

Multispan Gable & Sawtooth ≤ 10°

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE

CHECKED BY DATE

Snow Loads : ASCE 7- 16 Nominal Snow Forces

Roof slope = 1.2 deg Horiz. eave to ridge dist (W) = 40.0 ft

Roof length parallel to ridge (L) = 124.0 ft

Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 35.5 psf Risk Category = III Importance Factor I = 1.1 Roof R value Rroof = 30 Thermal Factor Ct = 1.100 Exposure Factor Ce = 0.90

Pf = 0.7*Ce*Ct*I*Pg = 27.1 psf Unobstructed Slippery Surface no

Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 27.1 psf Near ground level surface balanced snow load = 39.1 psf

Rain on Snow Surcharge Angle 0.80 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 27.1 psf Minimum Snow Load Pm = 22.0 psf

Uniform Roof Design Snow Load = 27.1 psf use 40.0

Unbalanced Snow Loads - for Hip & Gable roofs only 0.55 Required if slope is between 7 on 12 = 30.26 deg and 2.38 deg = 2.38 deg Unbalanced snow loads are not required

Windward snow load = 40.0 psf Leeward snow load = 40.0 psf

Snow Drift 1 - Against roof projections, parapets, etc

Up or downwind fetch lu = Projection height h = Projection width/length lp = Snow density γ = 18.6 pcf Balanced snow height hb = 1.45 ft hd = 0.00 ft hc = -1.45 ft hc/hb <0.2 = -1.0 lp <15', drift not req'd

Drift height (hc) = 0.00 ft Drift width w = -11.63 ft Surcharge load: pd = γ*hd = 0.0 psf

Balanced Snow load: = 27.1 psf

27.1 psf Snow Drift 2- Against roof projections, parapets, etc

Up or downwind fetch lu = Projection height h = Projection width/length lp = Snow density γ = 18.6 pcf Balanced snow height hb = 1.45 ft hd = 0.00 ft hc = -1.45 ft hc/hb <0.2 = -1.0 lp <15', drift not req'd

Drift height (hc) = 0.00 ft Drift width w = -11.63 ft Surcharge load: pd = γ*hd = 0.0 psf

Balanced Snow load: = 27.1 psf

27.1 psf

7/17/26

Note: If bottom of projection is at least 2 feet above hb then snow drift is not required.

NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE 7/17/26

CHECKED BY DATE

Seismic Loads: IBC 2021 Strength Level Forces

Risk Category : III Importance Factor (Ie) : 1.25

Site Class : D

Ss (0.2 sec) = 0.31 g Fa = 1.554 S1 (1.0 sec) = 0.08 g Fv = 2.400

Site specific ground motion analysis performed:

Sms = 0.479 SDS = 0.319 Design Category = B

Sm1 = 0.180 SD1 = 0.120 Design Category = B

Seismic Design Category = B

Redundancy Coefficient ρ = 1.00 Number of Stories: 1

Structure Type: Light Frame

Horizontal Struct Irregularities: No plan Irregularity

Vertical Structural Irregularities: No vertical Irregularity

Flexible Diaphragms: Yes

Building System: Bearing Wall Systems

Seismic resisting system: Light frame wood walls sheathed with structural wood shear panels

System Structural Height Limit: Height not limited

Actual Structural Height (hn) = 118.5 ft

DESIGN COEFFICIENTS AND FACTORS

Response Modification Coefficient (R) = 6.5 To = 0.2(Sd1/Sds) = 0.075 Over-Strength Factor (Ωo) = 2.5 Ts = Sd1/Sds = 0.376

Deflection Amplification Factor (Cd) = 4 Long Period Transition Period (TL) = 4 sec

SDS = 0.319

SD1 = 0.120

Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = Qe +/- 0.000D QE = horizontal seismic force

Special Seismic Load Effect (Em) = Emh +/- Ev = Ωo QE +/- 0.2SDS D = 2.5Qe +/- 0.064D D = dead load

ALLOWABLE STORY DRIFT

Structure Type: All other structures

Allowable story drift Δa = 0.015hsx where hsx is the story height below level x

PERMITTED ANALYTICAL PROCEDURES

Index Force Analysis - Method Not Permitted (only applies to Seismic Category A)

Model & Seismic Response Analysis - Permitted (see code for procedure)

Equivalent Lateral-Force (ELF) Analysis - Permitted

Building period coef. (CT) = 0.020 Cu = 1.66

Approx fundamental period (Ta) = CThn x = 0.718 Tmax = CuTa = 1.192 sec

User calculated fundamental period = T = 0.718 sec

Seismic response coef. (Cs) = SdsI/R = 0.061 need not exceed Cs = Sd1 I /RT = 0.032 but not less than Cs = 0.044Sds*I = 0.018

USE Cs = 0.032 Design Base Shear V = 0.032W sec x= 0.75

SEISMIC FORCES AT FLOORS - ELF Procedure Total Stories = 1 Floor Dead Load = 15.0 psf Roof Snow Load = 8.0 psf

Building length L = 124.0 ft Floor LL to include = 31.0 psf Roof Equip wt = 0.0 kips Building width W = 80.0 ft Floor Equip wt = 0.0 kips Parapet weight = 0.0 psf hn = 118.5 ft Partition weight = 15.0 psf Parapet height = 0.0 ft k = 1.109 Ext Wall Weight = 65.0 psf V = 0.032W Roof Dead Load = 15.0 psf Diaphragm shall be designed for level force Fx, Bottom Floor (level 1) is a slab on grade but not less than Fpx = (Σ Fi / Σ wi) wpx, but :

Fpx min = 0.2SDS Ie wpx = 0.080 wpx

Seismic Forces (Including all exterior walls) Fpx max = 0.4SDS Ie wpx = 0.160 wpx EL above Level Cvx = V = 12.9k

Seismic Base Weight Wx hxk Wx hxk Base Shear Distribution Diaphragm Force Fpx Level (x) hx (ft) Wx (kips) (ft-kips) Σ Wi hik Fx=CvxV Σ Fx (k) Story M Σ Wi (k) Fpx Design Fpx

Roof 13.00 401 6,890 1.000 12.87 12.9 0 401 12.9 31.9 1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0

Base 401 1.000 12.9 167 167 = Base M

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE

CHECKED BY DATE

Rain Loads : ASCE 7- 16

Rain Intensity i = 2.64 in/hr

Static Head ds = 2.00 inches

Tributary Roof Area A = 2400 SF

Ponding Head dp = 2.00 inches

Flow Rate Q = 65.9 gal/min

Type of overflow device: Channel Scupper width = 16.0 in

Hydraulic Head dh = 1.28 inches

27.5 psf at primary drain

Design Rain Load R = 5.2(ds + dh + dp) =

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE

CHECKED BY DATE

Roof Design Loads

Items Description Multiple psf (max) psf (min)

Roofing Bituminous membrane, smooth surface 1.5 1.5

Decking 1/2" plywood/OSB 1.8 1.5

Framing TJI @ 24" 2.0 1.0

Insulation R-30 Fiberglass insul. x 6.0 5.4 5.4

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

Actual Dead Load 10.7 9.4

Use this DL instead 15.0 10.0

Live Load 20.0 0.0

Snow Load 40.0 0.0 Ultimate Wind (zone 2 - 100 sf) 16.0 -58.6

ASD Loading D + S 55.0 - D + 0.75(0.6*W + S) 52.2 -

0.6*D + 0.6*W - -29.2

LRFD Loading 1.2D + 1.6 S + 0.5W 90.0 - 1.2D + 1.0W + 0.5S 54.0 -

0.9D + 1.0W - -49.6

Roof Live Load Reduction Roof angle 0.25 / 12 1.2 deg

0 to 200 sf: 20.0 psf 200 to 600 sf: 20.0 psf over 600 sf: 20.0 psf

300 sf 20.0 psf 400 sf 20.0 psf 500 sf 20.0 psf

User Input: 450 sf 20.0 psf

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE 7/17/26

CHECKED BY DATE

Floor Design Loads

Items Description Multiple psf (max) psf (min)

Decking 1/2" plywood/OSB x 2.0 3.6 3.0

Framing Wood Trusses @ 24" x 1.5 4.5 3.8

Ceiling 5/8" gypsum 2.8 2.5

Mech & Elec Mech. & Elec. 2.0 0.0

Misc. Misc. 0.5 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

Actual Dead Load 13.4 9.3

Use this DL instead 15.0 10.0

Partitions 15.0 0.0

Live Load 50.0 0.0

Total Live Load 65.0 0.0

Total Load 80.0 10.0

FLOOR LIVE LOAD REDUCTION (not including partitions)

NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce members supporting 2 or more floors & non-assembly 20%.

IBC alternate procedure

Smallest of:

L=Lo(0.25+15/√KLLAT) R= .08%(SF - 150)

Unreduced design live load: Lo = 50 psf R= 23.1(1+D/L) = 30.0% R= 40% member supports 1 floor

Floor member & 1 floor cols KLL = 2 R= 60% member supports ≥2 floors

Tributary Area AT = 300 sf R = 12.0%

Reduced live load: L = 43.1 psf Reduced live load: L = 44.0 psf

Columns (2 or more floors) KLL = 4

Tributary Area AT = 500 sf R = 28.0%

Reduced live load: L = 29.3 psf Reduced live load: L = 36.0 psf

Centennial, CO, 80111 JOB NO. 260017 SHEET NO.

303.773.1605 CALCULATED BY MVB DATE 7/17/26

CHECKED BY DATE

Wall Design Load #1

Items Description Multiple psf (max) psf (min)

Wall Covering 1" Wood Paneling 2.5 2.3

Framing 2x6 wood stud @ 16" 2.0 1.1

Insulation R-30 Fiberglass insul. x 3.50 3.2 3.2

Sheathing 5/8" gypsum 2.8 2.5

0.0 0.0

0.0 0.0

Mech & Elec Mech. & Elec. 1.0 0.0

Misc. Misc. 0.5 0.0

Actual Dead Load 12.0 9.1

Use this DL instead 12.0 10.0

Wall Design Load #2

Items Description Multiple psf (max) psf (min) veneer Stone 55.0 50.0

Sheathing 1/2" gypsum board 2.2 2.0

Framing 2x6 wood stud @ 16" 2.0 1.1

Insulation R-30 Fiberglass insul. 0.9 0.9

Sheathing 5/8" gypsum 2.8 2.5

0.0 0.0

Mech & Elec Mech. & Elec. 1.0 0.0

Misc. Misc. 0.5 0.0

Actual Dead Load 64.4 56.5

Use this DL instead 65.0 57.0

ASCE Hazards Report Address:

500 Kennedy Dr Rangely, Colorado 81648

Standard: ASCE/SEI 7-16 Latitude: 40.080168

Risk Category: III Longitude: -108.788803

Soil Class: D - Default (see Section 11.4.3)

Elevation: 5444.069783764033 ft

(NAVD 88)

Wind

Results:

Wind Speed 110 Vmph

10-year MRI 75 Vmph

25-year MRI 81 Vmph

50-year MRI 86 Vmph

100-year MRI 91 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: Fri Jul 17 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 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 4https://ascehazardtool.org/ Fri Jul 17 2026 https://ascehazardtool.org/

SS : 0.308

S1 : 0.075

Fa : 1.554

Fv : 2.4

SMS : 0.479

SM1 : 0.18

SDS : 0.319

SD1 : 0.12

TL : 4

PGA : 0.183

PGA M : 0.262

FPGA : 1.434

Ie : 1.25

Cv : N/A

Seismic Design Category: B Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

D - Default (see Section 11.4.3)Site Soil Class:

Results:

Data Accessed: Fri Jul 17 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 4https://ascehazardtool.org/ Fri Jul 17 2026

Snow

Results:

Mapped Elevation:

Data Source:

Date Accessed: Fri Jul 17 2026

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).

Site is outside ASCE/SEI 7-16, Table 7.2-2 boundaries. For ground snow loads in this area, see SEAC Snow Load Committee. (2016). Colorado Design Snow Loads, Structural Engineers Association of Colorado.

Statutory requirements of the Authority Having Jurisdiction are not included.

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 3 of 4https://ascehazardtool.org/ Fri Jul 17 2026 http://seacolorado.org/wp-content/uploads/2010/01/2016-Colorado-Design-Snow-Loads.pdf http://seacolorado.org/wp-content/uploads/2010/01/2016-Colorado-Design-Snow-Loads.pdf

Colorado Design Snow Loads 13

Figure 1.1c: Northwest Colorado Parameter Map for Determining Ground Snow Loads

= MAX[22/100(5.444)3,25] = MAX[35.5,25] = ~36 psf

Rain

Results:

Data Source:

Date Accessed:

15-minute Precipitation Intensity: 3.51 in./h

60-minute Precipitation Intensity: 1.32 in./h

NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/)

Fri Jul 17 2026

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 4 of 4https://ascehazardtool.org/ Fri Jul 17 2026 https://www.nws.noaa.gov/oh/hdsc/

EXHIBIT A

Exh-A-Amendments to IBC Rev. 7/2026

CHAPTER 16 STRUCTURAL DESIGN

The following requirements take precedence over Chapter 16 of the International Building

Code, SECTION 1608 SNOW LOADS

Local jurisdiction amendments for snow loads take precedence over IBC Figures 1608-2. If the local jurisdiction does not have snow load and wind speed criteria, the ASCE Hazard Tool shall be used, https://asce7hazardtool.online/. If neither the local jurisdiction nor ASCE Hazard

Tool provide current design criteria, the most recent edition of Colorado Design Snow Loads by the Structural Engineers Association of Colorado shall be considered.

SECTION 1609 WIND LOADS

Local jurisdiction amendments for wind speeds take precedence over IBC Figures 1609.3. If the local jurisdiction does not have snow load and wind speed criteria, the ASCE Hazard Tool shall be used, https://asce7hazardtool.online/. If neither the local jurisdiction nor ASCE

Hazard Tool provide current design criteria, the most recent recommendations by the

Structural Engineers Association of Colorado shall be considered.

SECTION 1613 EARTHQUAKE LOADS

Section 1613.1 Scope is amended by adding Exception 7 as follows:

7. Requirements of ASCE 7 Section 13.5.10, Egress stairs and ramps, are not required for structures assigned to Seismic Design Category B.

Section 1613.2 Determination of Seismic Design Category is amended by adding Exception 3 as follows:

Exception: Where Section 1613.2 results in assignment to Seismic Design Category A, the structure shall be assigned to Seismic Design Category B instead. If the Office of the State Architect deems sufficient, they may grant exceptions to this requirement.

Section 2: Wood Design

Level Member Name Results (Max UTIL %) Current Solution Comments 6'-0" HEADER Passed (94% R) 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL 3'-0" HEADER Passed (74% M) 2 piece(s) 2 x 10 DF No.2 15' span floor joist Passed (100% R) 1 piece(s) 14" TJI® 360 @ 16" OC 10' span floor joist Passed (93% R) 1 piece(s) 9 1/2" TJI® 210 @ 16" OC Web Stiffeners Required

Yeager

JOB SUMMARY REPORT

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0 File Name: Yeager

Page 1 / 8

Yeager Trus Joist® Construction Detail Report

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)

Member Reaction (lbs) 7148 @ 1 1/2" 7613 (3.00") Passed (94%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 4346 @ 1' 1/4" 6151 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 9519 @ 3' 3" 10457 Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.151 @ 3' 3" 0.208 Passed (L/495) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.202 @ 3' 3" 0.313 Passed (L/372) -- 1.0 D + 0.75 L + 0.75 S (All Spans)

Member Length : 6' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/360) and TL (L/240).

• Allowed moment has been multiplied by 0.93 for the beam stability factor and 1.04 for the volume/size factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Snow Factored Accessories

1 - Trimmer - HF 3.00" 3.00" 2.82" 1786 4550 2600 7148 None

2 - Trimmer - HF 3.00" 3.00" 2.82" 1786 4550 2600 7148 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) End Bearing Points

Bottom Edge (Lu) End Bearing Points

Dead Floor Live Snow

Vertical Loads Location Tributary Width

(0.90) (1.00) (1.15) Comments

0 - Self Weight (PLF) 0 to 6' 6" N/A 9.4 -- --

1 - Uniform (PSF) 0 to 6' 6" 20' 15.0 -- 40.0 Default Load

2 - Uniform (PSF) 0 to 6' 6" 8' 20.0 125.0 --

3 - Uniform (PSF) 0 to 6' 6" 4' 20.0 100.0 --

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED

Level, 6'-0" HEADER

2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57

Page 3 / 8

Member Reaction (lbs) 3845 @ 1 1/2" 5625 (3.00") Passed (68%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1420 @ 1' 1/4" 3330 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2571 @ 1' 9" 3459 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.013 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.017 @ 1' 9" 0.162 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans)

Member Length : 3' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/360) and TL (L/240).

• Allowed moment has been multiplied by 0.98 for the beam stability factor and 1.10 for the volume/size factor.

• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Snow Factored Accessories

1 - Trimmer - HF 3.00" 3.00" 2.05" 957 2450 1400 3845 None

2 - Trimmer - HF 3.00" 3.00" 2.05" 957 2450 1400 3845 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) End Bearing Points

Bottom Edge (Lu) End Bearing Points

Dead Floor Live Snow

Vertical Loads Location Tributary Width

(0.90) (1.00) (1.15) Comments

0 - Self Weight (PLF) 0 to 3' 6" N/A 7.0 -- --

1 - Uniform (PSF) 0 to 3' 6" 20' 15.0 -- 40.0 Default Load

2 - Uniform (PSF) 0 to 3' 6" 8' 20.0 125.0 --

3 - Uniform (PSF) 0 to 3' 6" 4' 20.0 100.0 --

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED

Level, 3'-0" HEADER

2 piece(s) 2 x 10 DF No.2

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57

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Member Reaction (lbs) 1400 @ 3" 1400 (3.07") Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 1400 @ 3" 1955 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5250 @ 7' 9" 7335 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.335 @ 7' 9" 0.375 Passed (L/537) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.376 @ 7' 9" 0.750 Passed (L/479) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 54 30 Passed -- --

Member Length : 15' System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A structural analysis of the deck has not been performed.

• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.

• Additional considerations for the TJ-Pro™ Rating include: None.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

• ² Required Bearing Length / Required Bearing Length with Web Stiffeners

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Hanger on 14" HF beam 3.00" Hanger¹ 3.07" / - ² 155 1292 1447 See note ¹

2 - Hanger on 14" HF beam 3.00" Hanger¹ 3.07" / - ² 155 1292 1447 See note ¹

•TJI joists are only analyzed using Maximum Allowable bracing solutions.

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 4" o/c

Bottom Edge (Lu) 15' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger Connector not found N/A N/A N/A N/A

2 - Face Mount Hanger Connector not found N/A N/A N/A N/A

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 15' 6" 16" 15.0 125.0 Default Load

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED

Level, 15' span floor joist

1 piece(s) 14" TJI® 360 @ 16" OC

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57

Page 5 / 8

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57

Page 6 / 8

Member Reaction (lbs) 933 @ 3" 1005 (1.75") Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 933 @ 3" 1330 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2333 @ 5' 3" 3000 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.208 @ 5' 3" 0.250 Passed (L/577) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.233 @ 5' 3" 0.500 Passed (L/515) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 55 30 Passed -- --

Member Length : 10' System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A structural analysis of the deck has not been performed.

• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.

• Additional considerations for the TJ-Pro™ Rating include: None.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

• ² Required Bearing Length / Required Bearing Length with Web Stiffeners

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories Details

1 - Hanger on 9 1/2" HF beam 3.00" Hanger¹ 1.75" / - ² 105 875 980 See note ¹ W

2 - Hanger on 9 1/2" HF beam 3.00" Hanger¹ 1.75" / - ² 105 875 980 See note ¹ W

•TJI joists are only analyzed using Maximum Allowable bracing solutions.

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 1" o/c

Bottom Edge (Lu) 10' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger LSSR2.1Z 1.88" N/A 14-10dx2.5 12-10dx1.5 Web Stiffeners

2 - Face Mount Hanger LSSR2.1Z 1.88" N/A 14-10dx2.5 12-10dx1.5 Web Stiffeners

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 10' 6" 16" 15.0 125.0 Default Load

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED

Level, 10' span floor joist

1 piece(s) 9 1/2" TJI® 210 @ 16" OC

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57

Page 7 / 8

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

ForteWEB Software Operator Job Notes 7/17/2026 3:31:48 AM UTC Rudolf Oplatka HCL Engineering and Surveying

(719) 440-2914 roplatka@hclengineering.com

ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57

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