B08_140P1424R0004_Attachment_5_7112_24_Design_Calculations_Final_CD_3-14-23.pdf

March 2023 djanda.com

Design Calculations

National Park Service

Bighorn Canyon National Recreation Area

Rehabilitate Fort Smith Administration Building

Prepared By: DJ&A, P.C.

2000 Maple Street Missoula, MT 59808 T 406.721.4320 F 406.549.6371

3/14/23

Design Calculations

Section I - General

Design Narrative and Loads

Site Specific Design Criteria .................................................................................................. 5-8

Section II - Loads

Snow Load

Wind Load ......................................................................................................................... 11-13

Seismic Load

Section III – Gravity Load Analysis and Design

Calculation Framing Plans ................................................................................................ 16-17

Framing Calculations Output ............................................................................................. 18-49

Section IV – Lateral Load Analysis and Design

Calculation Shear Wall Plan

Lateral Load Distribution ................................................................................................... 52-53

Shear Wall Design ............................................................................................................ 54-56

Section V – Foundation Analysis and Design

Calculation Foundation Plan

Foundation Calculations .................................................................................................... 59-65

Section VI - Other

Ledger Angle Masonry Facade

Masonry Ledger Angle Output .......................................................................................... 68-69

Masonry Ledger Anchor Output ........................................................................................ 70-74

Section I - General

7112.24 BICA Fort Smith

12-13-22

Design Narrative and Loads

Summary:

• New vestibule design for both building entrances,

• Addition of self-contained lift for ADA accessibility,

• Reframe of stair landing at ADA lift,

• Reframe of bathroom floor framing,

• Re-sheath building exterior walls for lateral stability.

• New exterior masonry wainscoting façade.

• IBC 2012, ASCE 7-16

Location:

Lat: 45.7866 Long: -108.5581

Loads:

Dead:

Roof = 20 psf (Flat Roof 1.5 misc.)

Floor = 20 psf Live:

Roof = 20 psf Floor = 100 psf Partition = 15 psf Bathrooms = 60 psf Public areas, Corridors servicing them, and Emergency Exits = 100psf Snow:

Ground = 43.27 psf

Roof = 30 psf Exposure = 1.0 Thermal Factor = 1.0 Importance Factor = 1.0 Drift Surcharge = 32 PSF Width of Snow Drift = 6.6 ft

Wind:

Wind Speed = 109 mph Ultimate

Risk Category II Wind Exposure B Internal Pressure Coefficient = +/-0.18 Roof Net Uplift = 28 psf Seismic:

Risk Category II Seismic Ip Factor = 1.0 Ss = 0.166 SDS = 0.145

S1 = 0.057 SD1 = 0.057

Site Class = C Basic Seismic Force Resisting system:

Light frame wood with wood shear panels Seismic Design Category = A Design Base Shear = 2.29 kip Cs = 0.010 R=6.5, R=2 (gypsum walls evaluated and not used)

ASCE 7 Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 45.311944

Risk Category: II Longitude: -107.93677

Soil Class: C - Very Dense Soil and Soft Rock

Elevation: 3289.27 ft (NAVD 88)

Wind

Results:

Wind Speed 109 Vmph

10-year MRI 75 Vmph

25-year MRI 84 Vmph

50-year MRI 89 Vmph

100-year MRI 94 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: Mon Nov 14 2022

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://asce7hazardtool.online/ Mon Nov 14 2022 https://asce7hazardtool.online/

SS : 0.168

S1 : 0.057

Fa : 1.3

Fv : 1.5

SMS : 0.218

SM1 : 0.086

SDS : 0.145

SD1 : 0.057

TL : 4

PGA : 0.089

PGA M : 0.115

FPGA : 1.3

Ie : 1

Cv : 0.7

Seismic Design Category:

C - Very Dense Soil and Soft Rock

A 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

Site Soil Class:

Results:

Data Accessed: Mon Nov 14 2022

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 3https://asce7hazardtool.online/ Mon Nov 14 2022

The ASCE 7 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 7 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 7 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 7 Hazard Tool.

Page 3 of 3https://asce7hazardtool.online/ Mon Nov 14 2022

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Section II - Loads

ASCE 7-16 Snow Loads LIC# : KW-06013435, Build:20.22.10.25 DJ&A (c) ENERCALC INC 1983-2022

DESCRIPTION: Snow Loading

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Flat Roof Snow Loads Description : Typical Snow Load per ASCE 7-16, Chapter 7

Ground Snow Load, per Fig 7.2-1 43.00 B (see ASCE 7-16 Section 26.7)Terrain Category

Partially ExposedExposure of Roof 1.00Ce : Exposure Factor, Table 7.3-1

Ct : Thermal Factor 1.0 : All not otherwise defined Risk Category, per Table 1.5-1 II

Importance Factor, Is, Table 1.5-2 1.00

Roof Slope, Sec .7.3.4 14.00

20.00 psfpm, Minimum required pf, Calculated Snow Load per Equation 7-1 30.10 psf psf Hip and gableRoof Configuration pf, Design Snow Load Max(pm min, pf calc) 30.10 psf

Sloped Roof Snow Loads Description : Typical Roof per ASCE 7-16, Chapter 7 pf : Snow Load 30.10 1.00Thermal Factor

14.00Slope

Unobstructed & Slippery ? No Cs 1.00

30.10 psfps, Calculated Sloped Roof Snow Load psf

Snow Drifts on Lower Roofs Description : Entry Way Drift per ASCE 7-16, Chapter 7

Balanced Snow Load 30.00

43.00 psfGround Snow Load

15.33 ftlu - upper hd : leeward 1.65 ft hd : windward 1.24 ft hd : Max 1.65 ft hd : Design 1.65 ft pd : Max Drift Only 32.31 psf pd + Balanced 62.31 psf W : Drift Width 6.60 ft

Total Snow Load @ End of Drift psf30.00 lu-lower 12.00 ft

8.00 ft pcf Height of Roof Step Snow Density 19.59 hb : Balanced 1.53 ft

6.47 fthc : Step Height - hb 4.22 1.00 hc / hb psf

Importance Factor

ASCE 7-16 Wind Loads

Calculations are in accordance with ASCE 7-16. References to ASCE 7-16 are shown in [ ] brackets.

GENERAL COMMENTS AND ASSUMPTIONS:

The calculations in this worksheet are for the MWFRS wind loads.

WIND LOAD

GENERAL DESIGN INFORMATION:

Risk Category II [Table 1.5-2]

≔RSlope =atan 1.25

5.95 deg

≔havg ⋅15 ft Mean Roof Height [26.2]

≔B ⋅36 ft Width of Building

≔L ⋅112.5 ft Length of Building

≔Lm =min (( ,B L)) 36.00 ft Least Horizontal Dimension of Building

≔LowRise if else

∧≤havg ⋅60 ft ≤havg Lm ‖ “Low-Rise”

‖ “Not Low-Rise”

=LowRise “Low-Rise”

Enclosed Building

Surface Roughness C - Exposure Category C [26.7.2 & 3]

Envelope Procedure - Part 1: Enclosed & Partially Enclosed Low-Rise Buildings [28.2]

WIND PARAMETERS:

Follow the procedure outlined in Table 28.2-1.

≔Vult 109 Basic Wind Speed (mph) [Fig. 26.5-1B]

≔Kd 0.85 Wind Directionality Factor - MWFRS [Table 26.6-1]

≔Kzt 1.0 Topographic Factor [26.8.2]

≔Ke 1.0 Ground Elevation Factor (Conservatively 1.0) [Table 26.9-1]

≔GCpi -0.18 Internal Pressure Coefficient [Table 26.13-1]

≔Kh 0.85 Velocity Pressure Exposure Coefficient (Exp. C) [Table 26.10-1]

Designed: ASG Checked: JWR ASCE 7-16 - Wind Loads MWFRS.mcdx 1 of 3

Wind Pressures

≔qh =⋅⋅⋅⋅⋅⋅0.00256 Kd Kzt Kh Ke Vult psf 21.98 psf [28.3-1]

≔GCpf 0.61 External Pressure Coefficient (Max for Walls) [Figure 28.3-1]

≔GCpfr -1.07 External Pressure Coefficient (Max for Roof)

≔phw =⋅qh ⎛⎝ -GCpf GCpi⎞⎠ 17.36 psf [28.4-1]

Therefore, 18 PSF is a conservative horizontal pressure.

≔phr =⋅qh ⎛⎝ -GCpfr -GCpi⎞⎠ -27.47 psf (Normal to Roof)

≔Phrvert =⋅phr cos ((RSlope)) -27.32 psf

≔Phrhoiz =⋅phr sin ((RSlope)) -2.85 psf

Therefore, 28 PSF is a conservative uplift pressure.

C&C Wall Pressures:

=GCpi -0.18 Internal Pressure Coefficient - This is +/- [Table 26.13-1]

Sides:

≔GCpc 1.1 External Pressure Coefficient - This is +/- [Figure 30.3-2]

≔pc =⋅qh ⎛⎝ -GCpc GCpi⎞⎠ 28.13 psf

Corners:

≔GCpcc 1.4 External Pressure Coefficient - This is +/- [Figure 30.3-2]

≔pcc =⋅qh ⎛⎝ -GCpcc GCpi⎞⎠ 34.72 psf

Therefore, use 28 PSF infield and 35 PSF corner.

Designed: ASG Checked: JWR ASCE 7-16 - Wind Loads MWFRS.mcdx 2 of 3

C&C Roof Pressures:

=GCpi -0.18 Internal Pressure Coefficient - This is +/- [Table 26.13-1]

Infield:

≔GCpcR 1.7 External Pressure Coefficient - This is +/- [Figure 30.3-2]

≔pcR =⋅qh ⎛⎝ -GCpcR GCpi⎞⎠ 41.31 psf

Corners:

≔GCpcRC 2.3 External Pressure Coefficient - This is +/- [Figure 30.3-2]

≔pcRC =⋅qh ⎛⎝ -GCpcRC GCpi⎞⎠ 54.50 psf

Edge:

≔GCpcRE 3.2 External Pressure Coefficient - This is +/- [Figure 30.3-2]

≔pcRE =⋅qh ⎛⎝ -GCpcRE GCpi⎞⎠ 74.28 psf

Therefore, use 41 PSF infield, 55 PSF corner, & 74 PSF Edge

≔dedge =⋅0.2 havg 3.00 ft

≔dstrip =⋅0.6 havg 9.00 ft

Designed: ASG Checked: JWR ASCE 7-16 - Wind Loads MWFRS.mcdx 3 of 3

ASCE 7-16 Seismic Base Shear

DESCRIPTION: Seismic Base Shear Analysis

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Risk Category ASCE 7-16, Page 4, Table 1.5-1

Calculations per ASCE 7-16

"II" : All Buildings and other structures except those listed as Category I, III, and IV

Risk Category of Building or Other Structure :

Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2

Specific Description: Seismic Load

Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2

Longitude = 107.937 deg West Latitude = 45.312 deg North

Max. Ground Motions, 5% Damping :

S = 0.1663

Longitude = 107.930 deg West

S

Latitude = 45.320 g, 0.2 sec response deg North

S 0.057071 g, 1.0 sec response=

Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs.

For the closest datapoint grid location . . .

Site Class, Site Coeff. and Design Category Classification: ASCE 7-16 Table 20.3-1"C" : Shear Wave Velocity 1,200 to 2,500 ft/sec = C Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2

(using straight-line interpolation from table values) Fa = 1.30 Fv = 1.50

Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 0.216=MS S = Fv * S1 = 0.086M1 ASCE 7-16 Eq. 11.4-2

Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 = 0.144DS MS = 0.057 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1 M1

Seismic Design Category ASCE 7-16 Table 11.6-1 & -2= A

Seismic Base Shear ASCE 7-16 Section 12.8.1

W ( see Sum Wi below ) = 0.00 kCs = 0.0100 from 12.8.1.1 Seismic Base Shear V = Cs * W = 0.00 k

Load Path Connections : Seismic Design Category "A" ASCE 7-16 Section 11.7 Connections used to form a continuous path of the load resisting system should be capable of transmitting the seismic force " Fp " indiced by the parts being connected. See full text of ASCE 7-16 section 11.7 for all details.

Section III - Gravity Load Analysis and Design

Wood Beam LIC# : KW-06013435, Build:20.22.8.17 DJ&A (c) ENERCALC INC 1983-2022

DESCRIPTION: Roof joists

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam bracing is defined Beam-by-Beam

Allowable Stress Design

Hem-Fir No.2

850.0 850.0

1,300.0 405.0

1,300.0 470.0

150.0

525.0 26.840

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Spacing, First Brace at ft and spaced at ft

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Loads on all spans...

Uniform Load on ALL spans : D = 0.0250, S = 0.030 ksf, Tributary Width = 1.330 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.196: 1

Load Combination +D+S+H

Span # where maximum occurs Span # 1 Location of maximum on span 3.142ft

29.44 psi=

1,075.25psi

2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S+H

172.50 psi==

Section used for this span 2x10 Maximum Shear Stress Ratio 0.171 : 1

6.746 ft=

210.79psi

Maximum Deflection

15094 >=360

Ratio = 7952 >=240

Max Downward Transient Deflection 0.014 in 6498Ratio = >=360 Max Upward Transient Deflection -0.005 in Ratio = Max Downward Total Deflection 0.026 in Ratio = >=240 Max Upward Total Deflection -0.009 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S+H Span: 2 : +D+S+H

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 7.50 ft 1 0.119 0.103 0.90 1.100 1.00 1.00 1.00 0.18 99.74 841.50 0.13 135.001.00 13.93 0.96Length = 3.0 ft 2 0.112 0.103 0.90 1.100 1.00 1.00 1.00 0.16 90.47 809.96 0.08 135.001.00 13.93 0.96+D+L+H, LL Comb Run (*L) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.107 0.093 1.00 1.100 1.00 1.00 1.00 0.18 99.74 935.00 0.13 150.001.00 13.93 0.96Length = 3.0 ft 2 0.101 0.093 1.00 1.100 1.00 1.00 1.00 0.16 90.47 893.29 0.08 150.001.00 13.93 0.96+D+L+H, LL Comb Run (L*) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.107 0.093 1.00 1.100 1.00 1.00 1.00 0.18 99.74 935.00 0.13 150.001.00 13.93 0.96Length = 3.0 ft 2 0.101 0.093 1.00 1.100 1.00 1.00 1.00 0.16 90.47 893.29 0.08 150.001.00 13.93

DESCRIPTION: Roof joists

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 0.96+D+L+H, LL Comb Run (LL) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.107 0.093 1.00 1.100 1.00 1.00 1.00 0.18 99.74 935.00 0.13 150.001.00 13.93 0.96Length = 3.0 ft 2 0.101 0.093 1.00 1.100 1.00 1.00 1.00 0.16 90.47 893.29 0.08 150.001.00 13.93 0.96+D+Lr+H, LL Comb Run (*L) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.085 0.074 1.25 1.100 1.00 1.00 1.00 0.18 99.74 1168.75 0.13 187.501.00 13.93 0.93Length = 3.0 ft 2 0.083 0.074 1.25 1.100 1.00 1.00 1.00 0.16 90.47 1090.46 0.08 187.501.00 13.93 0.93+D+Lr+H, LL Comb Run (L*) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.085 0.074 1.25 1.100 1.00 1.00 1.00 0.18 99.74 1168.75 0.13 187.501.00 13.93 0.93Length = 3.0 ft 2 0.083 0.074 1.25 1.100 1.00 1.00 1.00 0.16 90.47 1090.46 0.08 187.501.00 13.93 0.93+D+Lr+H, LL Comb Run (LL) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.085 0.074 1.25 1.100 1.00 1.00 1.00 0.18 99.74 1168.75 0.13 187.501.00 13.93 0.93Length = 3.0 ft 2 0.083 0.074 1.25 1.100 1.00 1.00 1.00 0.16 90.47 1090.46 0.08 187.501.00 13.93 0.93+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.196 0.171 1.15 1.100 1.00 1.00 1.00 0.38 210.79 1075.25 0.27 172.501.00 29.44 0.94Length = 3.0 ft 2 0.189 0.171 1.15 1.100 1.00 1.00 1.00 0.34 191.19 1013.79 0.17 172.501.00 29.44 0.94+D+0.750Lr+0.750L+H, LL Comb Run (* 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.085 0.074 1.25 1.100 1.00 1.00 1.00 0.18 99.74 1168.75 0.13 187.501.00 13.93 0.93Length = 3.0 ft 2 0.083 0.074 1.25 1.100 1.00 1.00 1.00 0.16 90.47 1090.46 0.08 187.501.00 13.93 0.93+D+0.750Lr+0.750L+H, LL Comb Run (L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.085 0.074 1.25 1.100 1.00 1.00 1.00 0.18 99.74 1168.75 0.13 187.501.00 13.93 0.93Length = 3.0 ft 2 0.083 0.074 1.25 1.100 1.00 1.00 1.00 0.16 90.47 1090.46 0.08 187.501.00 13.93 0.93+D+0.750Lr+0.750L+H, LL Comb Run (L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.085 0.074 1.25 1.100 1.00 1.00 1.00 0.18 99.74 1168.75 0.13 187.501.00 13.93 0.93Length = 3.0 ft 2 0.083 0.074 1.25 1.100 1.00 1.00 1.00 0.16 90.47 1090.46 0.08 187.501.00 13.93 0.93+D+0.750L+0.750S+H, LL Comb Run (*L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.170 0.148 1.15 1.100 1.00 1.00 1.00 0.33 183.03 1075.25 0.24 172.501.00 25.56 0.94Length = 3.0 ft 2 0.164 0.148 1.15 1.100 1.00 1.00 1.00 0.30 166.01 1013.79 0.15 172.501.00 25.56 0.94+D+0.750L+0.750S+H, LL Comb Run (L* 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.170 0.148 1.15 1.100 1.00 1.00 1.00 0.33 183.03 1075.25 0.24 172.501.00 25.56 0.94Length = 3.0 ft 2 0.164 0.148 1.15 1.100 1.00 1.00 1.00 0.30 166.01 1013.79 0.15 172.501.00 25.56 0.94+D+0.750L+0.750S+H, LL Comb Run (LL 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.170 0.148 1.15 1.100 1.00 1.00 1.00 0.33 183.03 1075.25 0.24 172.501.00 25.56 0.94Length = 3.0 ft 2 0.164 0.148 1.15 1.100 1.00 1.00 1.00 0.30 166.01 1013.79 0.15 172.501.00 25.56 0.94+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.067 0.058 1.60 1.100 1.00 1.00 1.00 0.18 99.74 1496.00 0.13 240.001.00 13.93 0.89Length = 3.0 ft 2 0.068 0.058 1.60 1.100 1.00 1.00 1.00 0.16 90.47 1327.39 0.08 240.001.00 13.93 0.89+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.067 0.058 1.60 1.100 1.00 1.00 1.00 0.18 99.74 1496.00 0.13 240.001.00 13.93 0.89Length = 3.0 ft 2 0.068 0.058 1.60 1.100 1.00 1.00 1.00 0.16 90.47 1327.39 0.08 240.001.00 13.93 0.89+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.067 0.058 1.60 1.100 1.00 1.00 1.00 0.18 99.74 1496.00 0.13 240.001.00 13.93 0.89Length = 3.0 ft 2 0.068 0.058 1.60 1.100 1.00 1.00 1.00 0.16 90.47 1327.39 0.08 240.001.00 13.93 0.89+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.067 0.058 1.60 1.100 1.00 1.00 1.00 0.18 99.74 1496.00 0.13 240.001.00 13.93 0.89Length = 3.0 ft 2 0.068 0.058 1.60 1.100 1.00 1.00 1.00 0.16 90.47 1327.39 0.08 240.001.00 13.93 0.89+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.122 0.107 1.60 1.100 1.00 1.00 1.00 0.33 183.03 1496.00 0.24 240.001.00 25.56 0.89Length = 3.0 ft 2 0.125 0.107 1.60 1.100 1.00 1.00 1.00 0.30 166.01 1327.39 0.15 240.001.00 25.56 0.89+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.122 0.107 1.60 1.100 1.00 1.00 1.00 0.33 183.03 1496.00 0.24 240.001.00 25.56 0.89Length = 3.0 ft 2 0.125 0.107 1.60 1.100 1.00 1.00 1.00 0.30 166.01 1327.39 0.15 240.001.00 25.56 0.89+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.122 0.107 1.60 1.100 1.00 1.00 1.00 0.33 183.03 1496.00 0.24 240.001.00 25.56 0.89Length = 3.0 ft 2 0.125 0.107 1.60 1.100 1.00 1.00 1.00 0.30 166.01 1327.39 0.15 240.001.00 25.56 0.89+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.040 0.035 1.60 1.100 1.00 1.00 1.00 0.11 59.84 1496.00 0.08 240.001.00 8.36 0.89Length = 3.0 ft 2 0.041 0.035 1.60 1.100 1.00 1.00 1.00 0.10 54.28 1327.39 0.05 240.001.00 8.36 0.89+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.067 0.058 1.60 1.100 1.00 1.00 1.00 0.18 99.74 1496.00 0.13 240.001.00 13.93

DESCRIPTION: Roof joists

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 0.89Length = 3.0 ft 2 0.068 0.058 1.60 1.100 1.00 1.00 1.00 0.16 90.47 1327.39 0.08 240.001.00 13.93 0.89+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.122 0.107 1.60 1.100 1.00 1.00 1.00 0.33 183.03 1496.00 0.24 240.001.00 25.56 0.89Length = 3.0 ft 2 0.125 0.107 1.60 1.100 1.00 1.00 1.00 0.30 166.01 1327.39 0.15 240.001.00 25.56 0.89+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.122 0.107 1.60 1.100 1.00 1.00 1.00 0.33 183.03 1496.00 0.24 240.001.00 25.56 0.89Length = 3.0 ft 2 0.125 0.107 1.60 1.100 1.00 1.00 1.00 0.30 166.01 1327.39 0.15 240.001.00 25.56 0.89+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.122 0.107 1.60 1.100 1.00 1.00 1.00 0.33 183.03 1496.00 0.24 240.001.00 25.56 0.89Length = 3.0 ft 2 0.125 0.107 1.60 1.100 1.00 1.00 1.00 0.30 166.01 1327.39 0.15 240.001.00 25.56 0.89+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.040 0.035 1.60 1.100 1.00 1.00 1.00 0.11 59.84 1496.00 0.08 240.001.00 8.36 0.89Length = 3.0 ft 2 0.041 0.035 1.60 1.100 1.00 1.00 1.00 0.10 54.28 1327.39 0.05 240.001.00 8.36

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S+H 1 0.0263 3.478 0.0000 0.000 +D+S+H2 0.0000 3.478 -0.0091 3.000

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.239 0.557 Overall MINimum 0.126 0.293 +D+H 0.113 0.263 +D+L+H, LL Comb Run (*L) 0.113 0.263 +D+L+H, LL Comb Run (L*) 0.113 0.263 +D+L+H, LL Comb Run (LL) 0.113 0.263 +D+Lr+H, LL Comb Run (*L) 0.113 0.263 +D+Lr+H, LL Comb Run (L*) 0.113 0.263 +D+Lr+H, LL Comb Run (LL) 0.113 0.263 +D+S+H 0.239 0.557 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.113 0.263 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.113 0.263 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.113 0.263 +D+0.750L+0.750S+H, LL Comb Run (*L 0.207 0.483 +D+0.750L+0.750S+H, LL Comb Run (L* 0.207 0.483 +D+0.750L+0.750S+H, LL Comb Run (LL 0.207 0.483 +D+0.60W+H 0.113 0.263 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.113 0.263 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.113 0.263 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.113 0.263 +D+0.750L+0.750S+0.450W+H, LL Comb 0.207 0.483 +D+0.750L+0.750S+0.450W+H, LL Comb 0.207 0.483 +D+0.750L+0.750S+0.450W+H, LL Comb 0.207 0.483 +0.60D+0.60W+0.60H 0.068 0.158 +D+0.70E+0.60H 0.113 0.263 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.207 0.483 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.207 0.483 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.207 0.483 +0.60D+0.70E+H 0.068 0.158 D Only 0.113 0.263 S Only 0.126 0.293 H Only

DESCRIPTION: R,BM1 SPAN 16'-6"

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

DF/DF

24F-V4

1100 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity

1600ksi 850ksi

Ebend- yy Eminbend - yy

Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading

Uniform Load : D = 0.0250, S = 0.030 ksf, Tributary Width = 10.420 ft, (roof) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.857: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 8.250ft

112.67 psi=

2,760.00psi

5.5x10.5Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

304.75 psi==

Section used for this span 5.5x10.5 Maximum Shear Stress Ratio 0.370 : 1

0.000 ft=

2,366.37psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.549 in 360Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.029 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00

1.00Length = 16.50 ft 1 0.511 0.220 0.90 1.000 1.00 1.00 1.00 9.29 1,103.21 2160.00 2.02 238.501.00 52.53 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.50 ft 1 0.857 0.370 1.15 1.000 1.00 1.00 1.00 19.93 2,366.37 2760.00 4.34 304.751.00 112.67 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.50 ft 1 0.743 0.320 1.15 1.000 1.00 1.00 1.00 17.27 2,050.58 2760.00 3.76 304.751.00 97.63 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.50 ft 1 0.172 0.074 1.60 1.000 1.00 1.00 1.00 5.57 661.93 3840.00 1.21 424.001.00 31.52

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.0286 8.310 0.0000 0.000

DESCRIPTION: R,BM1 SPAN 16'-6"

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 4.831 4.831 Overall MINimum 2.579 2.579 D Only 2.252 2.252 +D+S 4.831 4.831 +D+0.750S 4.187 4.187 +0.60D 1.351 1.351 S Only 2.579 2.579

DESCRIPTION: R,BM2 Span 10',3'cant

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam bracing is defined Beam-by-Beam

Allowable Stress Design

Douglas Fir-Larch Select Structural

1,500.0 1,500.0 1,700.0

625.0

1,900.0 690.0

180.0 1,000.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Spacing, First Brace at ft and spaced at ft

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Load for Span Number 1

Uniform Load : D = 0.0250, S = 0.0460 ksf, Tributary Width = 4.50 ft, (Increaced snow to account for drifting) Load for Span Number 2

Uniform Load : D = 0.0250, S = 0.0460 ksf, Tributary Width = 4.50 ft, (Unbal snow controls) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.498: 1

Load Combination +D+S+H

Span # where maximum occurs Span # 1 Location of maximum on span 4.525ft

83.12 psi=

1,897.50psi

2-2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S+H

207.00 psi==

Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.402 : 1

9.274 ft=

945.10psi

Maximum Deflection

1082 >=360

Ratio = 688 >=240

Max Downward Transient Deflection 0.098 in 1221Ratio = >=360 Max Upward Transient Deflection -0.067 in Ratio = Max Downward Total Deflection 0.154 in Ratio = >=240 Max Upward Total Deflection -0.105 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S+H Span: 2 : +D+S+H

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 10.0 ft 1 0.232 0.187 0.90 1.100 1.00 1.00 1.00 1.23 344.10 1485.00 0.56 162.001.00 30.26 0.99Length = 3.0 ft 2 0.102 0.187 0.90 1.100 1.00 1.00 1.00 0.53 149.59 1473.44 0.27 162.001.00 30.26 0.99+D+L+H, LL Comb Run (*L) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.209 0.168 1.00 1.100 1.00 1.00 1.00 1.23 344.10 1650.00 0.56 180.001.00 30.26 0.99Length = 3.0 ft 2 0.091 0.168 1.00 1.100 1.00 1.00 1.00 0.53 149.59 1635.51 0.27 180.001.00 30.26 0.99+D+L+H, LL Comb Run (L*) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

DESCRIPTION: R,BM2 Span 10',3'cant

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.0 ft 1 0.209 0.168 1.00 1.100 1.00 1.00 1.00 1.23 344.10 1650.00 0.56 180.001.00 30.26 0.99Length = 3.0 ft 2 0.091 0.168 1.00 1.100 1.00 1.00 1.00 0.53 149.59 1635.51 0.27 180.001.00 30.26 0.99+D+L+H, LL Comb Run (LL) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.209 0.168 1.00 1.100 1.00 1.00 1.00 1.23 344.10 1650.00 0.56 180.001.00 30.26 0.99Length = 3.0 ft 2 0.091 0.168 1.00 1.100 1.00 1.00 1.00 0.53 149.59 1635.51 0.27 180.001.00 30.26 0.99+D+Lr+H, LL Comb Run (*L) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.167 0.134 1.25 1.100 1.00 1.00 1.00 1.23 344.10 2062.50 0.56 225.001.00 30.26 0.99Length = 3.0 ft 2 0.073 0.134 1.25 1.100 1.00 1.00 1.00 0.53 149.59 2038.94 0.27 225.001.00 30.26 0.99+D+Lr+H, LL Comb Run (L*) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.167 0.134 1.25 1.100 1.00 1.00 1.00 1.23 344.10 2062.50 0.56 225.001.00 30.26 0.99Length = 3.0 ft 2 0.073 0.134 1.25 1.100 1.00 1.00 1.00 0.53 149.59 2038.94 0.27 225.001.00 30.26 0.99+D+Lr+H, LL Comb Run (LL) 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.167 0.134 1.25 1.100 1.00 1.00 1.00 1.23 344.10 2062.50 0.56 225.001.00 30.26 0.99Length = 3.0 ft 2 0.073 0.134 1.25 1.100 1.00 1.00 1.00 0.53 149.59 2038.94 0.27 225.001.00 30.26 0.99+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.498 0.402 1.15 1.100 1.00 1.00 1.00 3.37 945.10 1897.50 1.54 207.001.00 83.12 0.99Length = 3.0 ft 2 0.219 0.402 1.15 1.100 1.00 1.00 1.00 1.46 410.88 1877.88 0.73 207.001.00 83.12 0.99+D+0.750Lr+0.750L+H, LL Comb Run (* 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.167 0.134 1.25 1.100 1.00 1.00 1.00 1.23 344.10 2062.50 0.56 225.001.00 30.26 0.99Length = 3.0 ft 2 0.073 0.134 1.25 1.100 1.00 1.00 1.00 0.53 149.59 2038.94 0.27 225.001.00 30.26 0.99+D+0.750Lr+0.750L+H, LL Comb Run (L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.167 0.134 1.25 1.100 1.00 1.00 1.00 1.23 344.10 2062.50 0.56 225.001.00 30.26 0.99Length = 3.0 ft 2 0.073 0.134 1.25 1.100 1.00 1.00 1.00 0.53 149.59 2038.94 0.27 225.001.00 30.26 0.99+D+0.750Lr+0.750L+H, LL Comb Run (L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.167 0.134 1.25 1.100 1.00 1.00 1.00 1.23 344.10 2062.50 0.56 225.001.00 30.26 0.99Length = 3.0 ft 2 0.073 0.134 1.25 1.100 1.00 1.00 1.00 0.53 149.59 2038.94 0.27 225.001.00 30.26 0.99+D+0.750L+0.750S+H, LL Comb Run (*L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.419 0.338 1.15 1.100 1.00 1.00 1.00 2.83 794.85 1897.50 1.29 207.001.00 69.90 0.99Length = 3.0 ft 2 0.184 0.338 1.15 1.100 1.00 1.00 1.00 1.23 345.56 1877.88 0.61 207.001.00 69.90 0.99+D+0.750L+0.750S+H, LL Comb Run (L* 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.419 0.338 1.15 1.100 1.00 1.00 1.00 2.83 794.85 1897.50 1.29 207.001.00 69.90 0.99Length = 3.0 ft 2 0.184 0.338 1.15 1.100 1.00 1.00 1.00 1.23 345.56 1877.88 0.61 207.001.00 69.90 0.99+D+0.750L+0.750S+H, LL Comb Run (LL 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.419 0.338 1.15 1.100 1.00 1.00 1.00 2.83 794.85 1897.50 1.29 207.001.00 69.90 0.99Length = 3.0 ft 2 0.184 0.338 1.15 1.100 1.00 1.00 1.00 1.23 345.56 1877.88 0.61 207.001.00 69.90 0.99+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.130 0.105 1.60 1.100 1.00 1.00 1.00 1.23 344.10 2640.00 0.56 288.001.00 30.26 0.98Length = 3.0 ft 2 0.058 0.105 1.60 1.100 1.00 1.00 1.00 0.53 149.59 2599.13 0.27 288.001.00 30.26 0.98+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.130 0.105 1.60 1.100 1.00 1.00 1.00 1.23 344.10 2640.00 0.56 288.001.00 30.26 0.98Length = 3.0 ft 2 0.058 0.105 1.60 1.100 1.00 1.00 1.00 0.53 149.59 2599.13 0.27 288.001.00 30.26 0.98+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.130 0.105 1.60 1.100 1.00 1.00 1.00 1.23 344.10 2640.00 0.56 288.001.00 30.26 0.98Length = 3.0 ft 2 0.058 0.105 1.60 1.100 1.00 1.00 1.00 0.53 149.59 2599.13 0.27 288.001.00 30.26 0.98+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.130 0.105 1.60 1.100 1.00 1.00 1.00 1.23 344.10 2640.00 0.56 288.001.00 30.26 0.98Length = 3.0 ft 2 0.058 0.105 1.60 1.100 1.00 1.00 1.00 0.53 149.59 2599.13 0.27 288.001.00 30.26 0.98+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.301 0.243 1.60 1.100 1.00 1.00 1.00 2.83 794.85 2640.00 1.29 288.001.00 69.90 0.98Length = 3.0 ft 2 0.133 0.243 1.60 1.100 1.00 1.00 1.00 1.23 345.56 2599.13 0.61 288.001.00 69.90 0.98+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.301 0.243 1.60 1.100 1.00 1.00 1.00 2.83 794.85 2640.00 1.29 288.001.00 69.90 0.98Length = 3.0 ft 2 0.133 0.243 1.60 1.100 1.00 1.00 1.00 1.23 345.56 2599.13 0.61 288.001.00 69.90 0.98+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.301 0.243 1.60 1.100 1.00 1.00 1.00 2.83 794.85 2640.00 1.29 288.001.00 69.90 0.98Length = 3.0 ft 2 0.133 0.243 1.60 1.100 1.00 1.00 1.00 1.23 345.56 2599.13 0.61 288.001.00 69.90 0.98+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.078 0.063 1.60 1.100 1.00 1.00 1.00 0.74 206.46 2640.00 0.34 288.001.00 18.16 0.98Length = 3.0 ft 2 0.035 0.063 1.60 1.100 1.00 1.00 1.00 0.32 89.76 2599.13 0.16 288.001.00 18.16

DESCRIPTION: R,BM2 Span 10',3'cant

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 0.98+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.130 0.105 1.60 1.100 1.00 1.00 1.00 1.23 344.10 2640.00 0.56 288.001.00 30.26 0.98Length = 3.0 ft 2 0.058 0.105 1.60 1.100 1.00 1.00 1.00 0.53 149.59 2599.13 0.27 288.001.00 30.26 0.98+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.301 0.243 1.60 1.100 1.00 1.00 1.00 2.83 794.85 2640.00 1.29 288.001.00 69.90 0.98Length = 3.0 ft 2 0.133 0.243 1.60 1.100 1.00 1.00 1.00 1.23 345.56 2599.13 0.61 288.001.00 69.90 0.98+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.301 0.243 1.60 1.100 1.00 1.00 1.00 2.83 794.85 2640.00 1.29 288.001.00 69.90 0.98Length = 3.0 ft 2 0.133 0.243 1.60 1.100 1.00 1.00 1.00 1.23 345.56 2599.13 0.61 288.001.00 69.90 0.98+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.301 0.243 1.60 1.100 1.00 1.00 1.00 2.83 794.85 2640.00 1.29 288.001.00 69.90 0.98Length = 3.0 ft 2 0.133 0.243 1.60 1.100 1.00 1.00 1.00 1.23 345.56 2599.13 0.61 288.001.00 69.90 0.98+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.078 0.063 1.60 1.100 1.00 1.00 1.00 0.74 206.46 2640.00 0.34 288.001.00 18.16 0.98Length = 3.0 ft 2 0.035 0.063 1.60 1.100 1.00 1.00 1.00 0.32 89.76 2599.13 0.16 288.001.00 18.16

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S+H 1 0.1544 4.860 0.0000 0.000 +D+S+H2 0.0000 4.860 -0.1046 3.000

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 1.481 2.751 Overall MINimum 0.942 1.749 +D+H 0.539 1.001 +D+L+H, LL Comb Run (*L) 0.539 1.001 +D+L+H, LL Comb Run (L*) 0.539 1.001 +D+L+H, LL Comb Run (LL) 0.539 1.001 +D+Lr+H, LL Comb Run (*L) 0.539 1.001 +D+Lr+H, LL Comb Run (L*) 0.539 1.001 +D+Lr+H, LL Comb Run (LL) 0.539 1.001 +D+S+H 1.481 2.751 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.539 1.001 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.539 1.001 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.539 1.001 +D+0.750L+0.750S+H, LL Comb Run (*L 1.246 2.313 +D+0.750L+0.750S+H, LL Comb Run (L* 1.246 2.313 +D+0.750L+0.750S+H, LL Comb Run (LL 1.246 2.313 +D+0.60W+H 0.539 1.001 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.539 1.001 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.539 1.001 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.539 1.001 +D+0.750L+0.750S+0.450W+H, LL Comb 1.246 2.313 +D+0.750L+0.750S+0.450W+H, LL Comb 1.246 2.313 +D+0.750L+0.750S+0.450W+H, LL Comb 1.246 2.313 +0.60D+0.60W+0.60H 0.324 0.601 +D+0.70E+0.60H 0.539 1.001 +D+0.750L+0.750S+0.5250E+H, LL Comb 1.246 2.313 +D+0.750L+0.750S+0.5250E+H, LL Comb 1.246 2.313 +D+0.750L+0.750S+0.5250E+H, LL Comb 1.246 2.313 +0.60D+0.70E+H 0.324 0.601 D Only 0.539 1.001 S Only 0.942 1.749

DESCRIPTION: R,BM3 Span 10'

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam bracing is defined Beam-by-Beam

Allowable Stress Design

Douglas Fir-Larch Select Structural

1,500.0 1,500.0 1,700.0

625.0

1,900.0 690.0

180.0 1,000.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

Unbraced Lengths Span # 1, Fully Braced

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading

Uniform Load : D = 0.0250, S = 0.0560 ksf, Tributary Width = 5.750 ft, (Increaced snow to account for drifting/open air) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.872: 1

Load Combination +D+S+H

Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft

107.96 psi=

1,897.50psi

2-2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S+H

207.00 psi==

Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.522 : 1

0.000 ft=

1,654.10psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.194 in 619Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.284 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : S Only n/a Span: 1 : +D+S+H n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 10.0 ft 1 0.354 0.212 0.90 1.100 1.00 1.00 1.00 1.87 525.11 1485.00 0.63 162.001.00 34.27 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.318 0.190 1.00 1.100 1.00 1.00 1.00 1.87 525.11 1650.00 0.63 180.001.00 34.27 1.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.255 0.152 1.25 1.100 1.00 1.00 1.00 1.87 525.11 2062.50 0.63 225.001.00 34.27 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.872 0.522 1.15 1.100 1.00 1.00 1.00 5.90 1,654.10 1897.50 2.00 207.001.00 107.96 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.255 0.152 1.25 1.100 1.00 1.00 1.00 1.87 525.11 2062.50 0.63 225.001.00 34.27 1.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

DESCRIPTION: R,BM3 Span 10'

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.0 ft 1 0.723 0.433 1.15 1.100 1.00 1.00 1.00 4.89 1,371.85 1897.50 1.66 207.001.00 89.54 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.199 0.119 1.60 1.100 1.00 1.00 1.00 1.87 525.11 2640.00 0.63 288.001.00 34.27 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.199 0.119 1.60 1.100 1.00 1.00 1.00 1.87 525.11 2640.00 0.63 288.001.00 34.27 1.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.520 0.311 1.60 1.100 1.00 1.00 1.00 4.89 1,371.85 2640.00 1.66 288.001.00 89.54 1.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.119 0.071 1.60 1.100 1.00 1.00 1.00 1.12 315.06 2640.00 0.38 288.001.00 20.56 1.00+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.199 0.119 1.60 1.100 1.00 1.00 1.00 1.87 525.11 2640.00 0.63 288.001.00 34.27 1.00+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.520 0.311 1.60 1.100 1.00 1.00 1.00 4.89 1,371.85 2640.00 1.66 288.001.00 89.54 1.00+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.119 0.071 1.60 1.100 1.00 1.00 1.00 1.12 315.06 2640.00 0.38 288.001.00 20.56

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S+H 1 0.2840 5.036 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 2.359 2.359 Overall MINimum 1.610 1.610 +D+H 0.749 0.749 +D+L+H 0.749 0.749 +D+Lr+H 0.749 0.749 +D+S+H 2.359 2.359 +D+0.750Lr+0.750L+H 0.749 0.749 +D+0.750L+0.750S+H 1.956 1.956 +D+0.60W+H 0.749 0.749 +D+0.750Lr+0.750L+0.450W+H 0.749 0.749 +D+0.750L+0.750S+0.450W+H 1.956 1.956 +0.60D+0.60W+0.60H 0.449 0.449 +D+0.70E+0.60H 0.749 0.749 +D+0.750L+0.750S+0.5250E+H 1.956 1.956 +0.60D+0.70E+H 0.449 0.449 D Only 0.749 0.749 S Only 1.610 1.610

DESCRIPTION: R,BM4 Span 9'

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam bracing is defined Beam-by-Beam

Allowable Stress Design

Douglas Fir-Larch Select Structural

1,500.0 1,500.0 1,700.0

625.0

1,900.0 690.0

180.0 1,000.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

Unbraced Lengths Span # 1, Fully Braced

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading

Uniform Load : D = 0.0250, S = 0.0460 ksf, Tributary Width = 3.0 ft, (Increaced snow to account for drifting/open air) Point Load : D = 1.0, S = 1.750 k @ 8.0 ft, (R,BM2)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.563: 1

Load Combination +D+S+H

Span # where maximum occurs Span # 1 Location of maximum on span 5.880ft

176.46 psi=

1,897.50psi

2-2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S+H

207.00 psi==

Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.852 : 1

8.245 ft=

1,067.47psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.095 in 1135Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.150 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : S Only n/a Span: 1 : +D+S+H n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 9.0 ft 1 0.264 0.398 0.90 1.100 1.00 1.00 1.00 1.40 391.70 1485.00 1.19 162.001.00 64.45 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.237 0.358 1.00 1.100 1.00 1.00 1.00 1.40 391.70 1650.00 1.19 180.001.00 64.45 1.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.190 0.286 1.25 1.100 1.00 1.00 1.00 1.40 391.70 2062.50 1.19 225.001.00 64.45 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.563 0.852 1.15 1.100 1.00 1.00 1.00 3.81 1,067.47 1897.50 3.26 207.001.00 176.46 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.190 0.286 1.25 1.100 1.00 1.00 1.00 1.40 391.70 2062.50 1.19 225.001.00 64.45

DESCRIPTION: R,BM4 Span 9'

DJ&A PC

2000 Maple St.

Missoula MT.

Project File: Preferred Alternative Framing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.474 0.717 1.15 1.100 1.00 1.00 1.00 3.20 898.53 1897.50 2.75 207.001.00 148.46 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.148 0.224 1.60 1.100 1.00 1.00 1.00 1.40 391.70 2640.00 1.19 288.001.00 64.45 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.148 0.224 1.60 1.100 1.00 1.00 1.00 1.40 391.70 2640.00 1.19 288.001.00 64.45 1.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.340 0.515 1.60 1.100 1.00 1.00 1.00 3.20 898.53 2640.00 2.75 288.001.00 148.46 1.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.089 0.134 1.60 1.100 1.00 1.00 1.00 0.84 235.02 2640.00 0.72 288.001.00 38.67 1.00+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.148 0.224 1.60 1.100 1.00 1.00 1.00 1.40 391.70 2640.00 1.19 288.001.00 64.45 1.00+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.340 0.515 1.60 1.100 1.00 1.00 1.00 3.20 898.53 2640.00 2.75 288.001.00 148.46 1.00+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.089 0.134 1.60 1.100 1.00 1.00 1.00 0.84 235.02 2640.00 0.72 288.001.00 38.67

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad…