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Home My WebLink About003-Structural CalculationsSWITZER ADU Prepared for: Sojourn Studio Livingston, MT 59047 Date: 7/11/2025 STRUCTURAL CALCULATIONS 07/11/2025 Design Criteria • GENERAL Project Number: 2981-00325 Controlling Code: 2021 Interna)onal Building Code La)tude/Longitude: 45.681522 ,–111.02979 • DEAD LOAD Roof: 20 PSF Floor: 20 PSF Deck: 20 PSF • LIVE LOAD Roof (Construc)on Load): 20 PSF Floor (Excluding Decks): 40 PSF Deck: 60 PSF • SNOW LOAD Snow (Ground): 46 PSF Snow (Roof): 41 PSF • SEISMIC LOADS Risk Category: II Site Class: D Ss: 0.66 S1: 0.18 • WIND LOADS 3 Sec. Wind Speed: 115 MPH • SOIL (ASSUMED) Allowable Bearing Pressure: 1500 PSF Ac)ve Earth Pressure (restrained) 60 PSF Passive Earth Pressure: 45 PSF Frost Depth: 48” Table of Contents 1) Loading Analysis 2) Lateral Analysis 3) Framing Analysis 4) Foundaon Analysis 1) Loading Analysis Design Criteria 2021 IRC Basic Design Criteria IRC applies to single-family, two-family, and townhouse dwelling Design Live Loading IRC Table R305.1 Minimum Uniformly Distributed Live Loads IRC Table R305.7 Allowable Deflection of Structural Members Deck Live (snow) Load: 46 psf (P ) Snow Load ASCE 7 Table 7.2-4 for Montana Ground Snow Load: 46 psf (P ) Roof Snow Load: 41 psf (P ) ARM 24.301.154 (5) Subsection R301.6 is deleted - “Snow Loads for Structural Design in Montana", Civil Engineering Department, Montana State University, 2004 revised edition IRC Section R905.1.2 Ice Barrier Required. Frost Depth One Story: 36" (inches) minimum bottom of the footing Two Story: 48" (inches) minimum bottom of the footing g g m 6/12/25, 3:28 PM Design Criteria | City Of Bozeman https://www.bozeman.net/departments/community-development/building/bozeman-design-criteria 1/4 Basic Design Wind Speed Wind Speed: 115 mph IRC Figures R301.2(2), R301.2.1.1. Exposure category per IRC Section R301.2.1.4 Weathering Severe - Table R301.2(1) Seismic Design Category D - Section R301.2.2.1 Geotechnical (Soils) Site-specific Geotechnical Analysis Required at permit application Final Observation Report submitted prior to footing inspection 2021 IBC Basic Design Criteria Design Live Loading IBC Table 1607.1 Deck Live (snow) Load: 46 psf (P ) Snow Load ASCE 7 Table 7.2-4 for Montana Ground Snow Load: 46 psf (P ) Roof Snow Load: 41 psf (P ) 0 g g m 6/12/25, 3:28 PM Design Criteria | City Of Bozeman https://www.bozeman.net/departments/community-development/building/bozeman-design-criteria 2/4 Switzer ADU Exposure Category Determination Legend 509 E Lamme St Switzer ADU 1500' 1000 ft N➤➤N Image Landsat / CopernicusImage Landsat / Copernicus Stahly Engineering & Associates, Inc.JOB TITLE Switzer ADU 3530 Centennial Drive Helena, MT JOB NO. SHEET NO. 406-442-8594 CALCULATED BY KR DATE 6/12/25 CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category B Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.701 Kh case 2 0.646 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 60ft;exp B Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind 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 Flexible structure if natural frequency < 1 Hz (T > 1 second). h =22.6 ft If building h/B>4 then may be flexible and should be investigated. B = 32.0 ft h/B = 0.71 Rigid structure (low rise bldg) /z (0.6h) =30.0 ft G =0.85 Using rigid structure formula Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.33 Natural Frequency (η1) =0.0 Hz ℓ = 320 ft Damping ratio (β) = 0zmin =30 ft /b =0.45 c = 0.30 /α = 0.25gQ, gv =3.4 Vz =74.1 Lz =310.0 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.30 Rh =28.282 η =0.000 h =22.6 ft G =0.87 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R =0.000 Gf =0.000 Stahly Engineering & Associates, Inc.JOB TITLE Switzer ADU 3530 Centennial Drive Helena, MT JOB NO. SHEET NO. 406-442-8594 CALCULATED BY KR DATE 6/12/25 CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.65 GCpi = +/-0.18 Base pressure (qh) =15.6 psf Bldg dim parallel to ridge = 36.0 ft G = 0.85 Roof Angle (θ) = 9.5 deg Bldg dim normal to ridge = 32.0 ft qi = qh Roof tributary area: h = 22.6 ft Wind normal to ridge =(h/2)*L: 406 sf ridge ht = 25.5 ft Wind parallel to ridge =(h/2)*L: 361 sf Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge L/B = 0.89 h/L = 0.71 L/B = 1.13 h/L = 0.63 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 10.6 see table below 0.80 10.6 see table below Leeward Wall (LW) -0.50 -6.6 -9.5 -3.8 -0.48 -6.3 -9.1 -3.5 Side Wall (SW) -0.70 -9.3 -12.1 -6.5 -0.70 -9.3 -12.1 -6.5 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -1.00 -13.2 -16.0 -10.4 0 to h/2* -0.96 -12.8 -15.6 -10.0 h/2 to h* -0.82 -10.9 -13.7 -8.0 h/2 to h* -0.85 -11.3 -14.1 -8.5 h to 2h* -0.58 -7.7 -10.5 -4.9 h to 2h* -0.55 -7.3 -10.1 -4.5 Pos/min windward roof press. -0.18 -2.4 -5.2 0.4 Min press. -0.18 -2.4 -5.2 0.4 **Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs, entire roof surface is NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Parapet z Kz Kzt qp (psf) 0.0 ft 0.57 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs :10.6 psf (upward - add to windward roof pressure) Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Wind Normal Wind Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15' 0.57 1.00 9.5 6.6 12.3 16.1 15.8 20.0 ft 0.62 1.00 10.3 7.5 13.1 16.9 16.6 h= 22.6 ft 0.65 1.00 10.6 7.8 13.4 17.3 16.9 ridge = 25.5 ft 0.67 1.00 11.0 8.2 13.8 17.6 17.3 1 ROOF: 5.2PSF ASCE Hazards Report Address: 509 E Lamme St Bozeman, Montana 59715 Standard:ASCE/SEI 7-22 Latitude:45.681552 Risk Category:II Longitude:-111.02979 Soil Class:Default Elevation:4801.40681375 ft (NAVD 88) Page 1 of 4https://ascehazardtool.org/Fri Jun 13 2025 PGA M : 0.34 SMS : 0.87 SM1 : 0.48 SDS : 0.58 SD1 : 0.32 TL : 6 SS : 0.66 S1 : 0.18 VS30 : 260 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic DefaultSite Soil Class: Results: Page 2 of 4https://ascehazardtool.org/Fri Jun 13 2025 1,281.64 sf1,009.14 sfFloor LoadingDeck LoadingRoof Loading140.59 sf Project: Client: Date: Page: Gravity Loads Roof Load: Seismic Roof Load: D Item:Unit Weight:Item:Unit Weight: Roof Sheathing - 1/2" plywood:1.7 psf Roof Sheathing - 1/2" plywood:1.7 psf E Composition Roofing:4.5 psf Composition Roofing:4.5 psf Roof Framing:3.0 psf Roof Framing:3.0 psf A 5/8" Gypsum Wall Board:2.8 psf 5/8" Gypsum Wall Board:2.8 psf Insulation 1.0 psf Insulation 1.0 psf Walls:0.0 psf Walls:4.0 psf D Misc.:2.0 psf Misc.:2.0 psf 15.0 psf 19.0 psf Floor Load:Seismic Floor Load: L Item:Unit Weight:Item:Unit Weight: Floor Sheathing - 3/4" plywood:2.5 psf Floor Sheathing - 3/4" plywood:2.5 psf O 1-1/2" Gypcrete Overlay:0.0 psf 1-1/2" Gypcrete Overlay:0.0 psf Floor Joists at 16" o.c.:3.0 psf Floor Joists at 16" o.c.:3.0 psf A 5/8" Gypsum + Suspended Ceiling:0.0 psf 5/8" Gypsum + Suspended Ceiling:0.0 psf Partitions:2.5 psf Partitions:3.5 psf Exterior Walls:0.0 psf Exterior Walls:4.0 psf D Misc:2.0 psf Misc:2.0 psf 10.0 psf 15.0 psf Roof Load:ASCE 7-10 Chapter 7, pg.29 L Ground Snow Load (Pg): 46.0 psf Ce: 1.0 I Ct: 1.0 Is: 1.0 V Flat Roof Snow Load (Pf): 32.2 psf Minimum Snow Load (Pm): 41 psf E Roof Slope:6.0 in 12" Roof Slope = 26.5651 degrees Cs: 1.0 *Montana State Min = 30 psf Design Snow Load: 41 psf *Include 20% of snow in seismic if this exceeds 30 psf L Floor Load: O Item: Unit Weight: Residential: 40.0 psf A 0.0 psf 0.0 psf D Project Name Client 6/13/25 1 1 Project: Client: Date: Page: Seismic Loads {Ref 2021 IBC and ASCE 7-16} Site Information (hazards.atcouncil.org) Site Location:Bozeman, MT Maximum Considered Earthquake, 5% Damped, at short periods, Ss:0.66 Fa:1.28 Sms:0.84 Maximum Considered Earthquake, 5% Damped, at period of 1 second, S1:0.18 Fv:2.24 Sm1:0.40 Site Class:D Importance Factor, Ie, (ASCE7-16 Table 1.5-2):1.00 Sds:0.56 g Sd1:0.27 g Seismic Design Cat.: D Building Information Design Seismic Force Resisting System (ASCE7-16 Table 12.2-1): Category 'D' Category Classification R Ω0 Cd Height Limit Ct x x Bearing Walls Light-framed walls with plywood sheathing 6.5 3 4 65 0.02 0.75 Light-framed walls with steel sheets 6.5 3 4 65 0.02 0.75 Light-framed walls with wallboard 2 2.5 2 35 0.02 0.75 Light-framed walls with flat strap bracing 4 2 3.5 65 0.02 0.75 Special reinforced concrete shear walls 5 2.5 5 160 0.02 0.75 Special reinforced masonry shear walls 5 2.5 3.5 160 0.02 0.75 Building Frame Special steel concentrically braced frames 6 2 5 160 0.02 0.75 Steel eccentrically braced frames 8 2 4 160 0.03 0.75 1.5 1.5 1.5 35 0.02 0.75 3 3 4 35 0.02 0.75 2.5 1.25 2.5 35 0.02 0.75 1.25 1.25 1.25 NP 0.02 0.75 Moment Resisting Frames Special steel moment frames 8 3 5.5 NL 0.028 0.8 4.5 3 4 35 0.028 0.8 Ordinary steel moment frames 3.5 3 3 NP 0.028 0.8 Building Classification:Light-framed walls with plywood sheathing Cs= Sds/(R/I) =0.0866 hn:18.0521 feet Approximate Fundamental Period, Ta:0.17516 seconds k: 1 Level Wxhxk Cvx Roof 27.2 psf 1281.64 sf 34.8606 kips 18.052 feet 629.31 0.7867 3.6686 kips 3.6686 kips Floor 15 psf 1009.14 sf 15.1371 kips 9 feet 136.23 0.1703 0.7942 kips 4.4628 kips Deck 27.2 psf 140.59 sf 3.82405 kips 9 feet 34.416 0.043 0.2006 kips 4.6634 kips psf sf 0 kips feet 0 0 0 kips 4.6634 kips psf sf 0 kips feet 0 0 0 kips 4.6634 kips psf sf 0 kips feet 0 0 0 kips 4.6634 kips W: 53.8 kips 799.96 V: 4.7 kips ASCE 7-16, Section 12.3.4 Rho (ρ)1.3 4.77 kips 3.34 kips 4.77 kips 3.34 kips 5.80 kips 4.06 kips 1.03 kips 0.72 kips 6.06 kips 4.24 kips 0.26 kips 0.18 kips 6.06 kips 4.24 kips 0.00 kips 0.00 kips 6.06 kips 4.24 kips 0.00 kips 0.00 kips 6.06 kips 4.24 kips 0.00 kips 0.00 kips Diaphragm Design (ASCE 7-16 Section 12.10.1, DESIGN FOR STRUCTURAL IRREGULARITIES NOT INCLUDED) Level r Roof 3.67 kips 3.93 kips 7.85 kips 3.93 kips 1.00 4.77 kips 3.34 kips Floor 1.35 kips 1.71 kips 3.41 kips 1.71 kips 1.00 1.71 kips 1.19 kips Deck 0.33 kips 0.43 kips 0.86 kips 0.43 kips 1.00 0.43 kips 0.30 kips 0 0.00 kips 0.00 kips 0.00 kips 0.00 kips 1.00 0.00 kips 0.00 kips 0 0.00 kips 0.00 kips 0.00 kips 0.00 kips 1.00 0.00 kips 0.00 kips 0 0.00 kips 0.00 kips 0.00 kips 0.00 kips 1.00 0.00 kips 0.00 kips Collector Design (ASCE 7-16 Section 12.10.2, IBC2018 ASD Combination 1605.3.1) Level LFSW Roof 11.01 kips 11.01 kips 5.10 kips N/A (ASCE 7-10)N 11.01 kips 7.70 kips Floor 2.38 kips 4.05 kips 2.22 kips N/A (ASCE 7-10)N 4.05 kips 2.84 kips Deck 0.60 kips 0.99 kips 0.56 kips N/A (ASCE 7-10)N 0.99 kips 0.70 kips 0 0.00 kips 0.00 kips 0.00 kips N/A (ASCE 7-10)N 0.00 kips 0.00 kips 0 0.00 kips 0.00 kips 0.00 kips N/A (ASCE 7-10)N 0.00 kips 0.00 kips 0 0.00 kips 0.00 kips 0.00 kips N/A (ASCE 7-10)N 0.00 kips 0.00 kips ASCE7-16 Table 12.8-2 rQE (Vx) 0.7rQE (Vx) 0.7rQE (Fx) Cantilever Column Systems Timber Frames Timber Frame w/ Knee Braces Steel special cantilever column system Steel ordinary cantilever column system Story Height, hx rQE (Fx) Intermediate steel moment frames Unit Weight Tributary Area Wx Fx Vx 0.7rQE (Fpx) Fce (12.10.2.1-1)Fce (12.10.2.1-2)Fce (12.10.2.1-3)Fce (Excpt. 1) W0QE (F ce) 0.7W0QE (Fce) Fpx (12.10-1)Fpx (12.10-2)Fpx (12.10-3)Fpx rQE (Fpx) 0 0 Level Roof Floor Deck 0 6/13/2025 Client Project Name 2 Design Category determination is for Importance Categories I, II, or III only 1 VALUES USED 2) Lateral Analysis ROOF DIAPHRAGMFLOOR DIAPHRAGM9'-0"18'-5/8"FLOOR DIAPHRAGMROOF DIAPHRAGM9'-0"18'-5/8"FLOOR DIAPHRAGMROOF DIAPHRAGM9'-0"18'-5/8"FLOOR DIAPHRAGMROOF DIAPHRAGM313.319 sf327.251 sf326.688 sf313.095 sf210.201 sf190.869 sf292.167 sf53.092 sf347.68 sf292.006 sf Wall =16.1 psf NW15 Roof =5.2 psf NR15 Wall =17.6 psf NW25 Roof =5.2 psf NR25 h < 15 ft Wall =15.8 psf PW15 h = 20 ft Wall =17.3 psf PW25 Roof North Floor North Roof North NR25 5.2 210 1093 656 Floor North NW15 16.1 292 4704 2822 Roof North NW25 17.6 191 3359 2016 Floor North 0 0 0 0 Roof North 0 0 0 0 Floor North 0 0 0 0 Roof North 0 0 0 0 Floor North 0 0 0 0 401 4452 2671 292 4704 2822 Roof East Floor East Roof East PW25 17.3 313 5415 3249 Floor East PW15 15.8 327 5167 3100 Roof East 0 0 0 0 Floor East 0 0 0 0 Roof East 0 0 0 0 Floor East 0 0 0 0 Roof East 0 0 0 0 Floor East 0 0 0 0 313 5415 3249 327 5167 3100 Roof South Floor South Roof South NR25 5.2 53 276 166 Floor South NW15 16.1 292 4704 2822 Roof South NW25 17.6 348 6119 3672 Floor South 0 0 0 0 Roof South 0 0 0 0 Floor South 0 0 0 0 Roof South 0 0 0 0 Floor South 0 0 0 0 401 6395 3837 292 4704 2822 Roof West Floor West Roof West PW25 17.3 313 5415 3249 Floor West PW15 15.8 327 5167 3100 Roof West 0 0 0 0 Floor West 0 0 0 0 Roof West 0 0 0 0 Floor West 0 0 0 0 Roof West 0 0 0 0 Floor West 0 0 0 0 313 5415 3249 327 5167 3100 Unfactored Wind Loading Normal to Ridge Load (lbs) Totals Wind Loading ElevationDiaphragm Unfactored Wind Loading Parallel to Ridge h < 15 ft h = 20 ft Loading Type Loading (psf) Area (ft2) ASD Load (lbs) Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Load (lbs) ASD Load (lbs) Totals Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Load (lbs) ASD Load (lbs) Totals Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Load (lbs) ASD Load (lbs) Totals Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Load (lbs) ASD Load (lbs) Totals Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Load (lbs) ASD Load (lbs) Lateral Wind Loading Totals Totals Wind Loading Diaphragm Elevation Loading Type Loading (psf) Area (ft2) Load (lbs) ASD Load (lbs) Load (lbs) ASD Load (lbs) Totals Page: Date: Client: Project: 1 6/13/2025 Client Project Name ABC123ABC12318'-3/4"15'-5 1/4"2'-6"12'-0"12'-0"3'-4" 2'-8" 4'-9 1/2"2'-0"6'-6 1/2"2'-6"6'-4"2'-6"7'-4"Vw = 1919 lbsVe = 1670 lbsVw = 1919 lbsVe = 1670 lbsVw = 1624 lbsVe = 1670 lbsVw = 1624 lbsVe = 1670 lbs Vw = 1411 lbsVe = 450 lbsVw = 1411 lbsVe = 450 lbsVw = 1624 lbsVe = 1670 lbsVw = 1624 lbsVe = 1670 lbsVw = 958 lbsVe = 278 lbsVw = 2142 lbsVe = 958 lbs *RED ARROWS INDICATELOADS FROM ROOF, BLUEINDICATES LOADS FROMFLOORVw = 1919 lbsVe = 1670 lbsVw = 1919 lbsVe = 1670 lbs25'-0"28'-6"3'-6 1/2"3'-2 3/4"2'-9"11'-9" 14'-9" 2'-6"14'-9" Diaphragm Aspect Wind Load Seismic Load Diaphragm Aspect Wind Load Seismic Load Roof North 2671 3340 Floor North 2822 900 Roof East 3249 3340 Floor East 3100 900 Roof South 3837 3340 Floor South 2822 900 Roof West 3249 3340 Floor West 3100 900 Diaphragm: Diaphragm: Elevation: Elevation: A 8.00 50.0%1919 1670 A 16.00 50.0%1411 450 C 8.00 50.0%1919 1670 C 16.00 50.0%1411 450 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 Total 16.00 100.0% 3837 3340 Total 32.00 100.0% 2822 900 Diaphragm: Diaphragm: Elevation: Elevation: 1 18.00 50.0%1624 1670 2 24.88 69.1%2142 622 3 18.00 50.0%1624 1670 3 11.13 30.9%958 278 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 Total 36.00 100.0% 3249 3340 Total 36.00 100.0% 3100 900 Diaphragm: Diaphragm: Elevation: Elevation: 1.00 50.0%1336 1670 1.00 50.0%1411 450 1.00 50.0%1336 1670 1.00 50.0%1411 450 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 Total 2.00 100.0% 2671 3340 Total 2.00 100.0% 2822 900 Diaphragm: Diaphragm: Elevation: Elevation: 1.00 50.0%1624 1670 1.00 50.0%1550 450 1.00 50.0%1624 1670 1.00 50.0%1550 450 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 0.00 0.0%0 0 Total 2.00 100.0% 3249 3340 Total 2.00 100.0% 3100 900 Wall Line Wall Line Wall Line Wall Line Wall Line Wall Line Wall Line Wall Line Seismic Load (lbs) Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Roof North Tributary (ft or lbs) Distribution (%) Roof South Roof East Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Seismic Load (lbs) Wind Load (lbs) Seismic Load (lbs) Roof West Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Seismic Load (lbs) Floor South Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Seismic Load (lbs) Floor East Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Seismic Load (lbs) Floor North Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Seismic Load (lbs) Floor West Tributary (ft or lbs) Distribution (%) Wind Load (lbs) Seismic Load (lbs) Page:2 ASD Lateral Loading Distribution Project:Project Name Client:Client Date:6/13/2025 Project: Client: Date: Segmented Shear Wall Design Page:1 Total Length of Shear Panels:33.50 feet Total Length of Shear Panels:12.00 feet Length of Shortest (in width) Shear Panel:33.50 feet Length of Shortest (in width) Shear Panel:12.00 feet Plate Height:10.21 feet Plate Height:9.00 feet Yes Yes ASD Lateral Loads: ASD Lateral Loads: Roof:1919 lbs. +0 lbs. =1919 lbs.Roof:1919 lbs. +0 lbs. =1919 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =1919 lbs.Vw =1919 lbs. Roof:1670 lbs. +0 lbs. = 1670 lbs. Roof:1670 lbs. +0 lbs. = 1670 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =1670 lbs.Ve =1670 lbs. Wall Design: Wall Design: Shear Wall Aspect Ratio = H/W:0.3048 Aspect Ratio Factor:1 Shear Wall Aspect Ratio = H/W:0.75 Aspect Ratio Factor:1 Adjusted Wind Shear = Vw/L/ASR: 57 plf.Requires Type: G8 Adjusted Wind Shear = Vw/L/ASR: 160 plf.Requires Type: 6U Adjusted Seismic Shear = Ve/L/ASR: 50 plf.Requires Type: 6U Adjusted Seismic Shear = Ve/L/ASR: 139 plf.Requires Type: 6 Use Type:6U Use Type:6 Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:100 plf Uniform Dead Load on Wall:100 plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0 pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0 pounds Wind Uplift = (Vw/L) * Plate Height: 585 pounds Wind Uplift = (Vw/L) * Plate Height: 1439 pounds Total Wind Holdown Force (Without End load):-420 pounds Total Wind Holdown Force (Without End load):1079 pounds Total Wind Holdown Force (With End load):-420 pounds Total Wind Holdown Force (With End load):1079 pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0 pounds Seismic Uplift = (Ve/L) * Plate Height: 509 pounds Seismic Uplift = (Ve/L) * Plate Height: 1253 pounds Total Seismic Holdown Force (Without End load):-496 pounds Total Seismic Holdown Force (Without End load):893 pounds Total Seismic Holdown Force (With End load):-496 pounds Total Seismic Holdown Force (With End load):893 pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0011 Flexure: 0.0009 E=Flexure: 0.0034 Flexure: 0.0029 A=Shear: 0.0886 Shear: 0.0771 A=Shear: 0.1308 Shear: 0.1139 Ga=11 Holdown: 0.0000 Holdown: 0.0000 Ga=11 Holdown: 0.0322 Holdown: 0.0266 Wall Deflection:Wind:0.09 in Seismic:0.08 in Wall Deflection:Wind:0.17 in Seismic:0.14 in Total Length of Shear Panels:6.00 feet Total Length of Shear Panels:25.00 feet Length of Shortest (in width) Shear Panel:3.33 feet Length of Shortest (in width) Shear Panel:4.79 feet Plate Height:8.18 feet Plate Height:8.00 feet Yes Yes ASD Lateral Loads:ASD Lateral Loads: Roof:1624 lbs. +0 lbs. =1624 lbs.Roof:1624 lbs. +0 lbs. =1624 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =1624 lbs.Vw =1624 lbs. Roof:1670 lbs. +0 lbs. =1670 lbs.Roof:1670 lbs. +0 lbs. =1670 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =1670 lbs.Ve =1670 lbs. Wall Design:Wall Design: Shear Wall Aspect Ratio = H/W:2.4565 Aspect Ratio Factor:0.94294 Shear Wall Aspect Ratio = H/W:1.6696 Aspect Ratio Factor:1 Adjusted Wind Shear = Vw/L/ASR: 287 plf.Requires Type: 6 Adjusted Wind Shear = Vw/L/ASR: 65 plf.Requires Type: 6U Adjusted Seismic Shear = Ve/L/ASR: 295 plf.Requires Type: 4 Adjusted Seismic Shear = Ve/L/ASR: 67 plf.Requires Type: 6U Use Type:4 Use Type:6U Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:183 plf Uniform Dead Load on Wall:213 plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0 pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0 pounds Wind Uplift = (Vw/L) * Plate Height: 2214 pounds Wind Uplift = (Vw/L) * Plate Height: 520 pounds Total Wind Holdown Force (Without End load):2032 pounds Total Wind Holdown Force (Without End load):214 pounds Total Wind Holdown Force (With End load):2032 pounds Total Wind Holdown Force (With End load):214 pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0 pounds Seismic Uplift = (Ve/L) * Plate Height:2277 pounds Seismic Uplift = (Ve/L) * Plate Height:534 pounds Total Seismic Holdown Force (Without End load):2094 pounds Total Seismic Holdown Force (Without End load):229 pounds Total Seismic Holdown Force (With End load):2094 pounds Total Seismic Holdown Force (With End load):229 pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0154 Flexure: 0.0158 E=Flexure: 0.0040 Flexure: 0.0041 A=Shear: 0.1581 Shear: 0.1626 A=Shear: 0.0787 Shear: 0.0810 Ga= 14 Holdown: 0.1983 Holdown: 0.2044 Ga= 11 Holdown: 0.0142 Holdown: 0.0152 Wall Deflection:Wind:0.37 in Seismic:0.38 in Wall Deflection:Wind:0.10 in Seismic:0.10 in Sheathing Type Wood Sheathing Roof: Grid 3 (Use Perforated) 6/13/2025 NONE WindSeismicNONE HDU2 HDU2 MST37 MST37 Roof: Grid A Roof: Grid C Deflection Compatibility: 1400000 16.5 1400000 16.5 Deflection Compatibility:Deflection Compatibility: MST37 HDU2 1400000 16.5 WindSeismicWindHDU2 MST37 HDU2 MST37 HDU2 MST37SeismicWall ID: Wall ID: Wall ID:Roof: Grid 1 Wall ID:WindSeismicNone None 1400000 16.5 Deflection Compatibility: 1 Project: Client: Date: Segmented Shear Wall Design Page:1 Total Length of Shear Panels:28.50 feet Total Length of Shear Panels:3.50 feet Length of Shortest (in width) Shear Panel:28.50 feet Length of Shortest (in width) Shear Panel:3.50 feet Plate Height:9.00 feet Plate Height:9.00 feet Yes Yes ASD Lateral Loads: ASD Lateral Loads: Roof:1919 lbs. +0 lbs. =1919 lbs.Roof:0 lbs. +0 lbs. =0 lbs. Floor:1411 lbs. +0 lbs. =1411 lbs.Floor:1411 lbs. +0 lbs. =1411 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =3330 lbs.Vw =1411 lbs. Roof:1670 lbs. +0 lbs. = 1670 lbs. Roof:0 lbs. +0 lbs. = 0 lbs. Floor:450 lbs. +0 lbs. =450 lbs.Floor:450 lbs. +0 lbs. =450 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =2120 lbs.Ve =450 lbs. Wall Design: Wall Design: Shear Wall Aspect Ratio = H/W:0.3158 Aspect Ratio Factor:1 Shear Wall Aspect Ratio = H/W:2.5714 Aspect Ratio Factor:0.92857 Adjusted Wind Shear = Vw/L/ASR: 117 plf.Requires Type: 6U Adjusted Wind Shear = Vw/L/ASR: 434 plf.Requires Type: 4 Adjusted Seismic Shear = Ve/L/ASR: 74 plf.Requires Type: 6U Adjusted Seismic Shear = Ve/L/ASR: 138 plf.Requires Type: 6 Use Type:6U Use Type:4 Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:200 plf Uniform Dead Load on Wall:200 plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0 pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0 pounds Wind Uplift = (Vw/L) * Plate Height: 1052 pounds Wind Uplift = (Vw/L) * Plate Height: 3628 pounds Total Wind Holdown Force (Without End load):-658 pounds Total Wind Holdown Force (Without End load):3418 pounds Total Wind Holdown Force (With End load):-658 pounds Total Wind Holdown Force (With End load):3418 pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0 pounds Seismic Uplift = (Ve/L) * Plate Height: 669 pounds Seismic Uplift = (Ve/L) * Plate Height: 1157 pounds Total Seismic Holdown Force (Without End load):-1041 pounds Total Seismic Holdown Force (Without End load):947 pounds Total Seismic Holdown Force (With End load):-1041 pounds Total Seismic Holdown Force (With End load):947 pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0017 Flexure: 0.0011 E=Flexure: 0.0291 Flexure: 0.0093 A=Shear: 0.1593 Shear: 0.1014 A=Shear: 0.2592 Shear: 0.0827 Ga=11 Holdown: 0.0000 Holdown: 0.0000 Ga=14 Holdown: 0.2329 Holdown: 0.0645 Wall Deflection:Wind:0.16 in Seismic:0.10 in Wall Deflection:Wind:0.52 in Seismic:0.16 in Total Length of Shear Panels:3.00 feet Total Length of Shear Panels:8.92 feet Length of Shortest (in width) Shear Panel:3.00 feet Length of Shortest (in width) Shear Panel:8.92 feet Plate Height:9.00 feet Plate Height:9.00 feet Yes Yes ASD Lateral Loads:ASD Lateral Loads: Roof:1919 lbs. +0 lbs. =1919 lbs.Roof: lbs. +0 lbs. =0 lbs. Floor:706 lbs. +0 lbs. =706 lbs.Floor:2142 lbs. +0 lbs. =2142 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =2625 lbs.Vw =2142 lbs. Roof:1670 lbs. +0 lbs. =1670 lbs.Roof:0 lbs. +0 lbs. =0 lbs. Floor:225 lbs. +0 lbs. =225 lbs.Floor:622 lbs. +0 lbs. =622 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =1895 lbs.Ve =622 lbs. Wall Design:Wall Design: Shear Wall Aspect Ratio = H/W:3 Aspect Ratio Factor:0.875 Shear Wall Aspect Ratio = H/W:1.0093 Aspect Ratio Factor:1 Adjusted Wind Shear = Vw/L/ASR: 1000 plf.Requires Type: D3 Adjusted Wind Shear = Vw/L/ASR: 240 plf.Requires Type: 6 Adjusted Seismic Shear = Ve/L/ASR: 722 plf.Requires Type: D3 Adjusted Seismic Shear = Ve/L/ASR: 70 plf.Requires Type: 6U Use Type:D3 Use Type:6 Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:0 plf Uniform Dead Load on Wall:100 plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0 pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0 pounds Wind Uplift = (Vw/L) * Plate Height: 7875 pounds Wind Uplift = (Vw/L) * Plate Height: 2162 pounds Total Wind Holdown Force (Without End load):7875 pounds Total Wind Holdown Force (Without End load):1895 pounds Total Wind Holdown Force (With End load):7875 pounds Total Wind Holdown Force (With End load):1895 pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0 pounds Seismic Uplift = (Ve/L) * Plate Height:5685 pounds Seismic Uplift = (Ve/L) * Plate Height:628 pounds Total Seismic Holdown Force (Without End load):5685 pounds Total Seismic Holdown Force (Without End load):360 pounds Total Seismic Holdown Force (With End load):5685 pounds Total Seismic Holdown Force (With End load):360 pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0368 Flexure: 0.0266 E=Flexure: 0.0068 Flexure: 0.0020 A=Shear: 0.2316 Shear: 0.1672 A=Shear: 0.1965 Shear: 0.0571 Ga= 34 Holdown: 0.4031 Holdown: 0.2910 Ga= 11 Holdown: 0.0760 Holdown: 0.0144 Wall Deflection:Wind:0.67 in Seismic:0.48 in Wall Deflection:Wind:0.28 in Seismic:0.07 in 1400000 1400000 33 16.5 ERROR HDU11 MST37 HDU2 ERROR HDU11 MST37 HDU2 Deflection Compatibility:Deflection Compatibility:WindWindSeismicSeismic1400000 1400000 16.5 16.5 Wall ID:Floor: Grid C (Use Portal Frame)Wall ID:Floor: Grid 2 None NONE MST48 HDU5 None NONE MST48 HDU5 Deflection Compatibility:Deflection Compatibility:WindWindSeismicSeismicSheathing Type 6/13/2025 Wood Sheathing Wall ID:Floor: Grid A Wall ID:Floor: Grid B (Not Used) 1 Project: Client: Date: Segmented Shear Wall Design Page:1 Total Length of Shear Panels:29.50 feet Total Length of Shear Panels:11.67 feet Length of Shortest (in width) Shear Panel:14.75 feet Length of Shortest (in width) Shear Panel:11.67 feet Plate Height:9.00 feet Plate Height:10.00 feet Yes Yes ASD Lateral Loads: ASD Lateral Loads: Roof:1624 lbs. +0 lbs. =1624 lbs.Roof:1624 lbs. +0 lbs. =1624 lbs. Floor:1550 lbs. +0 lbs. =1550 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =3174 lbs.Vw =1624 lbs. Roof:1670 lbs. +0 lbs. = 1670 lbs. Roof:1670 lbs. +0 lbs. = 1670 lbs. Floor:450 lbs. +0 lbs. =450 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =2120 lbs.Ve =1670 lbs. Wall Design: Wall Design: Shear Wall Aspect Ratio = H/W:0.6102 Aspect Ratio Factor:1 Shear Wall Aspect Ratio = H/W:0.8571 Aspect Ratio Factor:1 Adjusted Wind Shear = Vw/L/ASR: 108 plf.Requires Type: 6U Adjusted Wind Shear = Vw/L/ASR: 139 plf.Requires Type: 6U Adjusted Seismic Shear = Ve/L/ASR: 72 plf.Requires Type: 6U Adjusted Seismic Shear = Ve/L/ASR: 143 plf.Requires Type: 6 Use Type:6U Use Type:6 Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:100 plf Uniform Dead Load on Wall:283 plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0 pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:2214 pounds Wind Uplift = (Vw/L) * Plate Height: 968 pounds Wind Uplift = (Vw/L) * Plate Height: 1392 pounds Total Wind Holdown Force (Without End load):526 pounds Total Wind Holdown Force (Without End load):2617 pounds Total Wind Holdown Force (With End load):526 pounds Total Wind Holdown Force (With End load):2617 pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:2277 pounds Seismic Uplift = (Ve/L) * Plate Height: 647 pounds Seismic Uplift = (Ve/L) * Plate Height: 1431 pounds Total Seismic Holdown Force (Without End load):204 pounds Total Seismic Holdown Force (Without End load):2720 pounds Total Seismic Holdown Force (With End load):204 pounds Total Seismic Holdown Force (With End load):2720 pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0031 Flexure: 0.0021 E=Flexure: 0.0041 Flexure: 0.0042 A=Shear: 0.1467 Shear: 0.0980 A=Shear: 0.1265 Shear: 0.1301 Ga=11 Holdown: 0.0127 Holdown: 0.0050 Ga=11 Holdown: 0.0778 Holdown: 0.0809 Wall Deflection:Wind:0.16 in Seismic:0.10 in Wall Deflection:Wind:0.21 in Seismic:0.22 in Total Length of Shear Panels:8.00 feet Total Length of Shear Panels:8.00 feet Length of Shortest (in width) Shear Panel:8.00 feet Length of Shortest (in width) Shear Panel:8.00 feet Plate Height:10.00 feet Plate Height:10.00 feet Yes Yes ASD Lateral Loads:ASD Lateral Loads: Roof:2000 lbs. +0 lbs. =2000 lbs.Roof:2000 lbs. +0 lbs. =2000 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =2000 lbs.Vw =2000 lbs. Roof:2000 lbs. +0 lbs. =2000 lbs.Roof:2000 lbs. +0 lbs. =2000 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =2000 lbs.Ve =2000 lbs. Wall Design:Wall Design: Shear Wall Aspect Ratio = H/W:1.25 Aspect Ratio Factor:1 Shear Wall Aspect Ratio = H/W:1.25 Aspect Ratio Factor:1 Adjusted Wind Shear = Vw/L/ASR: 250 plf.Requires Type: 6 Adjusted Wind Shear = Vw/L/ASR: 250 plf.Requires Type: 6 Adjusted Seismic Shear = Ve/L/ASR: 250 plf.Requires Type: 4 Adjusted Seismic Shear = Ve/L/ASR: 250 plf.Requires Type: 4 Use Type:4 Use Type:4 Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:0 plf Uniform Dead Load on Wall:0 plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0 pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0 pounds Wind Uplift = (Vw/L) * Plate Height: 2500 pounds Wind Uplift = (Vw/L) * Plate Height: 2500 pounds Total Wind Holdown Force (Without End load):2500 pounds Total Wind Holdown Force (Without End load):2500 pounds Total Wind Holdown Force (With End load):2500 pounds Total Wind Holdown Force (With End load):2500 pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0 pounds Seismic Uplift = (Ve/L) * Plate Height:2500 pounds Seismic Uplift = (Ve/L) * Plate Height:2500 pounds Total Seismic Holdown Force (Without End load):2500 pounds Total Seismic Holdown Force (Without End load):2500 pounds Total Seismic Holdown Force (With End load):2500 pounds Total Seismic Holdown Force (With End load):2500 pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0108 Flexure: 0.0108 E=Flexure: 0.0108 Flexure: 0.0108 A=Shear: 0.1786 Shear: 0.1786 A=Shear: 0.1786 Shear: 0.1786 Ga= 14 Holdown: 0.1084 Holdown: 0.1084 Ga= 14 Holdown: 0.1084 Holdown: 0.1084 Wall Deflection:Wind:0.30 in Seismic:0.30 in Wall Deflection:Wind:0.30 in Seismic:0.30 in 1400000 1400000 16.5 16.5 MST48 HDU4 MST48 HDU4 MST48 HDU4 MST48 HDU4 Deflection Compatibility:Deflection Compatibility:WindWindSeismicSeismic1400000 1400000 16.5 16.5 Wall ID:ENTER WALL ID HERE Wall ID:ENTER WALL ID HERE MST37 HDU2 MST48 HDU4 MST37 HDU2 MST48 HDU4 Deflection Compatibility:Deflection Compatibility:WindWindSeismicSeismicSheathing Type 6/13/2025 Wood Sheathing Wall ID:Floor: Grid 3 (Use Perforated)Wall ID:Floor: Grid 1 1 Project: Client: Date: Perforated Shear Wall Design Page:2 Total Wall Length:32.00 feet Total Wall Length:32.00 feet Plate Height:8.00 feet Plate Height:9.00 feet Panel #1 Length:4.79 feet Panel #6 Length:0.00 feet Panel #1 Length:14.75 feet Panel #6 Length:0.00 feet Panel #2 Length:6.54 feet Panel #7 Length:0.00 feet Panel #2 Length:14.75 feet Panel #7 Length:0.00 feet Panel #3 Length:6.33 feet Panel #8 Length:0.00 feet Panel #3 Length:0.00 feet Panel #8 Length:0.00 feet Panel #4 Length:7.33 feet Panel #9 Length:0.00 feet Panel #4 Length:0.00 feet Panel #9 Length:0.00 feet Panel #5 Length:0.00 feet Total:25.00 feet Panel #5 Length:0.00 feet Total:29.50 feet Opening 1:Opening 5:Opening 1:Opening 5: h:3.50 feet h:0.00 feet h:3.50 feet h:0.00 feet l:2.00 feet l:0.00 feet l:2.50 feet l:0.00 feet Opening 2:Opening 6:Opening 2:Opening 6: h:4.00 feet h:0.00 feet h:0.00 feet h:0.00 feet l:2.50 feet l:0.00 feet l:0.00 feet l:0.00 feet Opening 3:Opening 7:Opening 3:Opening 7: h:4.00 feet h:0.00 feet h:0.00 feet h:0.00 feet l:2.50 feet l:0.00 feet l:0.00 feet l:0.00 feet Opening 4:Opening 8:Opening 4:Opening 8: h:0.00 feet h:0.00 feet h:0.00 feet h:0.00 feet l:0.00 feet l:0.00 feet l:0.00 feet l:0.00 feet #1 AR/ASR:1.67 1 #6 AR/ASR:0.00 1 #1 AR/ASR:0.61 1 #6 AR/ASR:0.00 1 #2 AR/ASR:1.22 1 #7 AR/ASR:0.00 1 #2 AR/ASR:0.61 1 #7 AR/ASR:0.00 1 #3 AR/ASR:1.26 1 #8 AR/ASR:0.00 1 #3 AR/ASR:0.00 1 #8 AR/ASR:0.00 1 #4 AR/ASR:1.09 1 #9 AR/ASR:0.00 1 #4 AR/ASR:0.00 1 #9 AR/ASR:0.00 1 #5 AR/ASR:0.00 1 Adjusted total :25.00 feet #5 AR/ASR:0.00 1 Adjusted total :29.50 feet Ao=27.00 ft^2 r=0.881 Co=0.91104 Ao=8.75 ft^2 r=0.968 Co=0.987147 ASD Lateral Loads:ASD Lateral Loads:Roof:1624 lbs. +0 lbs. =1624 lbs.Roof:1624 lbs. +0 lbs. =1624 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:1550 lbs. +0 lbs. =1550 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Vw =1624 lbs.Vw =3174 lbs. Roof:1670 lbs. +0 lbs. =1670 lbs.Roof:1670 lbs. +0 lbs. =1670 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:450 lbs. +0 lbs. =450 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Ve =1670 lbs.Ve =2120 lbs. Wall Design:Wall Design: Maximum Aspect Ratio = H/W:1.67 Maximum Aspect Ratio = H/W:0.61 Wind Shear = Vw/(L*Co*ASR):71 plf.Requires Type:6U Wind Shear = Vw/(L*Co*ASR):109 plf.Requires Type:6U Seismic Shear = Ve/(L*Co*ASR):73 plf.Requires Type:6U Seismic Shear = Ve/(L*Co*ASR):73 plf.Requires Type:6U Use Type:6U Use Type:6U Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:213 plf Uniform Dead Load on Wall:200plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0poundsWind Uplift = (Vw/L) * Plate Height:570 pounds Wind Uplift = (Vw/L) * Plate Height:981pounds Total Wind Holdown Force (Without End load):-1474 pounds Total Wind Holdown Force (Without End load):-939pounds Total Wind Holdown Force (With End load):-1474 pounds Total Wind Holdown Force (With End load):-939pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0pounds Seismic Uplift = (Ve/L) * Plate Height:587 pounds Seismic Uplift = (Ve/L) * Plate Height:655 pounds Total Seismic Holdown Force (Without End load):-1458 pounds Total Seismic Holdown Force (Without End load):-1265poundsTotal Seismic Holdown Force (With End load):-1458 pounds Total Seismic Holdown Force (With End load):-1265pounds Holdown Selection:Holdown Selection: Without end Load or Without end Load orWith End Load or With End Load or Deflection Components:Deflection Components: E=Flexure:0.0008 Flexure:0.0009 E=Flexure:0.0016 Flexure:0.0010 A=Shear:0.0864 Shear:0.0889 A=Shear:0.1486 Shear:0.0993Ga=11 Holdown:0.0000 Holdown:0.0000 Ga=11 Holdown:0.0000 Holdown:0.0000 Wall Deflection:Wind:0.087 in Seismic:0.090in Wall Deflection:Wind:0.150in Seismic:0.100 in Total Wall Length:19.00 feet Total Wall Length:19.00 feet Plate Height:9.09 feet Plate Height:9.09 feet Panel #1 Length:5.00 feet Panel #6 Length:0.00 feet Panel #1 Length:5.00 feet Panel #6 Length:0.00 feet Panel #2 Length:5.00 feet Panel #7 Length:0.00 feet Panel #2 Length:5.00 feet Panel #7 Length:0.00 feet Panel #3 Length:5.00 feet Panel #8 Length:0.00 feet Panel #3 Length:5.00 feet Panel #8 Length:0.00 feetPanel #4 Length:0.00 feet Panel #9 Length:0.00 feet Panel #4 Length:0.00 feet Panel #9 Length:0.00 feet Panel #5 Length:0.00 feet Total:15.00 feet Panel #5 Length:0.00 feet Total:15.00 feet Opening 1:Opening 5:Opening 1:Opening 5: h:4.00 feet h:0.00 feet h:4.00 feet h:0.00 feet l:2.00 feet l:0.00 feet l:2.00 feet l:0.00 feetOpening 2:Opening 6:Opening 2:Opening 6: h:4.00 feet h:0.00 feet h:4.00 feet h:0.00 feet l:2.00 feet l:0.00 feet l:2.00 feet l:0.00 feet Opening 3:Opening 7:Opening 3:Opening 7: h:0.00 feet h:0.00 feet h:0.00 feet h:0.00 feet l:0.00 feet l:0.00 feet l:0.00 feet l:0.00 feet Opening 4:Opening 8:Opening 4:Opening 8: h:0.00 feet h:0.00 feet h:0.00 feet h:0.00 feet l:0.00 feet l:0.00 feet l:0.00 feet l:0.00 feet #1 AR/ASR:1.82 1 #6 AR/ASR:0.00 1 #1 AR/ASR:1.82 1 #6 AR/ASR:0.00 1 #2 AR/ASR:1.82 1 #7 AR/ASR:0.00 1 #2 AR/ASR:1.82 1 #7 AR/ASR:0.00 1 #3 AR/ASR:1.82 1 #8 AR/ASR:0.00 1 #3 AR/ASR:1.82 1 #8 AR/ASR:0.00 1 #4 AR/ASR:0.00 1 #9 AR/ASR:0.00 1 #4 AR/ASR:0.00 1 #9 AR/ASR:0.00 1 #5 AR/ASR:0.00 1 Adjusted total :15.00 feet #5 AR/ASR:0.00 1 Adjusted total :15.00 feet Ao=16.00 ft^2 r=0.895 Co=0.93696 Ao=16.00 ft^2 r=0.895 Co=0.93696 ASD Lateral Loads:ASD Lateral Loads: Roof:2000 lbs. +0 lbs. =2000 lbs.Roof:2000 lbs. +0 lbs. =2000 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. = 0 lbs. Floor:0 lbs. +0 lbs. = 0 lbs.Vw =2000 lbs.Vw =2000 lbs. Roof:2000 lbs. +0 lbs. =2000 lbs.Roof:2000 lbs. +0 lbs. =2000 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs. Floor:0 lbs. +0 lbs. =0 lbs.Floor:0 lbs. +0 lbs. =0 lbs.Ve =2000 lbs.Ve =2000 lbs. Wall Design: Wall Design: Maximum Aspect Ratio = H/W:1.82 Maximum Aspect Ratio = H/W:1.82 Wind Shear = Vw/(L*Co*ASR):142 plf.Requires Type: 6U Wind Shear = Vw/(L*Co*ASR):142 plf.Requires Type: 6U Seismic Shear = Ve/(L*Co*ASR):142 plf.Requires Type: 6 Seismic Shear = Ve/(L*Co*ASR):142 plf.Requires Type: 6 Use Type:6 Use Type:6 Meets limiting aspect ratio?:Yes Meets limiting aspect ratio?:Yes Holdown Design:Holdown Design: Uniform Dead Load on Wall:0 plf Uniform Dead Load on Wall:0plf Point Dead Load at End of Wall:0 pounds Point Dead Load at End of Wall:0pounds ASD Wind Uplift from Above:0 pounds ASD Wind Uplift from Above:0pounds Wind Uplift = (Vw/L) * Plate Height:1294 pounds Wind Uplift = (Vw/L) * Plate Height:1294 pounds Total Wind Holdown Force (Without End load):1294 pounds Total Wind Holdown Force (Without End load):1294pounds Total Wind Holdown Force (With End load):1294 pounds Total Wind Holdown Force (With End load):1294pounds ASD Seismic Uplift from Above:0 pounds ASD Seismic Uplift from Above:0pounds Seismic Uplift = (Ve/L) * Plate Height:1294 pounds Seismic Uplift = (Ve/L) * Plate Height:1294 pounds \Total Seismic Holdown Force (Without End load):1294 pounds Total Seismic Holdown Force (Without End load):1294pounds Total Seismic Holdown Force (With End load):1294 pounds Total Seismic Holdown Force (With End load):1294pounds Holdown Selection: Holdown Selection: Without end Load or Without end Load or With End Load or With End Load or Deflection Components: Deflection Components: E=Flexure: 0.0025 Flexure: 0.0025 E=Flexure: 0.0025 Flexure: 0.0025 A=Shear: 0.1176 Shear: 0.1176 A=Shear: 0.1176 Shear: 0.1176 Ga=11 Holdown: 0.0312 Holdown: 0.0312 Ga=11 Holdown: 0.0312 Holdown: 0.0312 Wall Deflection:Wind:0.151 in Seismic:0.151in Wall Deflection:Wind:0.151 in Seismic:0.151 in 16.5 WindSeismicMST37 HDU2 MST37 HDU2 1400000 16.5 MST37 HDU2 MST37 HDU2 1400000 NONE None NONE 1400000 6/13/2025 None NONE Sheathing Type Wood Sheathing NONEWindSeismicNone 16.5 WindSeismicWall ID:Roof: Grid 3 Wall ID:Floor: Grid 3 Wall ID:ENTER WALL ID HERE Wall ID:ENTER WALL ID HEREWindSeismic1400000 16.5 None 1 ROOF LINE 1 - MSTC48B DESIGN CALCULATED UPLIFTS (FROM SPREADSHEET) WIND: 2032LBS SEISMIC: 2094LBS **DESIGN FOR 2094LBS OF UPLIFT MSTC48B3 CAPACITY: 3900LBS 3900LBS > 2094LBS, DESIGN IS ADEQUATE Floor Grid C Portal Frame Design Demands Wind: 1919lbs + 1411lbs = 3330lbs Seismic: 1670lbs + 225lbs = 2120lbs Capacities (2 portal frames, 9' height', 24" minimum width) Linear Interpolation for 9' height per footnote D Capacity = 1125+((1675-1125)/2) = 1400lbs per frame Wind: (1400lbs) * (2 frames) * (1.4 wind factor) = 3920lbs Seismic: (1400lbs) * (2 frames) = 2800lbs Checks Wind: 3920lbs > 3330lbs Seismic: 2800lbs > 2120lbs 6U6U6MST37MST37HDU26U44MST37MST37MSTC48B3MST376U6HDU2HDU46UHDU2HDU2HSS 4 x 4 x 1/4HSS 4 x 4 x 1/4STHD14APA PORTAL FRAMESEE DETAIL X/SX.XSTHD14STHD14APA PORTAL FRAMESEE DETAIL X/SX.XSTHD144HDU2HDU2HDU2 3) Framing Analysis A11A11A11A11A11A11A11 A11 A11 A11 A11J1XXXXXXXXJ2XXXX D4- EXAMPLE SHOWN IS A (2) 2x8 HEADER w/ (1) TRIM STUD AND(2) KING STUDS AT EACH END.A12HEADER REQUIRED PER HEADER SCHEDULENUMBER OF TRIM STUDS REQUIREDNUMBER OF KING STUDS REQUIREDTRIM STUDSKING STUDSHEADER SCHEDULETYPESIZEA(2) 2x8B(2) 2x10 OR (3) 2x8C(2) 2x12 OR (3) 2x10D3 1/2" x 10 1/2" GLE3 1/2" x 12" GLF5 1/2" x 9" GLG5 1/2" x 12" GLFLOOR JOIST SCHEDULEMEMBERSIZE & SPACINGHANGERJ111 78" TJI 210 @ 16 O.C._J2?x? @ 16" O.C._BEAM SCHEDULEBEAMSIZEHANGER1??????_FRAMING PLAN NOTES:KEYNOTES:1COMMON FRAMING SYMBOLS:= ARCHITECTURAL WALL= BEAM MARK, SEE SCHEDULE= SHEAR WALL @ THIS LEVEL TO BELOW= SHEAR WALL MARK, SEE SCHEDULE= WOOD DIAPHRAGM SYMBOL/MARK, SEE SCHEDULE= HEADER, SEE SCHEDULE= INTERIOR BEARING WALL= OVERFRAMING, SEE DETAIL 9/S2.1= ROOF FRAMING MEMBER MARK, SEE SCHEDULE= FLOOR FRAMING MEMBER MARK, SEE SCHEDULE= MOMENT FRAME= BRACED FRAME= TOP OF STEEL ELEVATION= BEARING LOCATION= HANGING CONNECTION= CANTILEVERING END= COLUMN TO BELOW= COLUMN FROM ABOVE= FLOOR STEP= STEEL DECK SYMBOL/MARK,SEE SCHEDULE LINES INDICATEDECK SPAN DIRECTION= SNOW DRIFT SURCHARGE TOBE COMBINED w/ BALANCEDSNOW LOAD PER G.S.N. ON S0.1= DIRECTION OF DOWNWARD SLOPE= KEYNOTE, SEE PLAN KEYNOTES6XX:12D1B21R1J121T.O.S.XX'-XX"SD1= WALL TYPE A= WALL TYPE B= WALL TYPE CROOF JOIST SCHEDULEMEMBERSIZE & SPACINGHANGERRM-24PRE-FAB MONO TRUSSES @ 24" O.C._RP-24PRE-FAB PARALLEL CHORD TRUSSES @ 24" O.C._A11A11A11A11 A11A11A11 A11 A11 A11 A11 A11 A11 A11 A11 XXRP-24RM-24D1D1SWITZER ADU 509 E LAMME BOZEMAN, MONTANASHEET NUMBERDATE:REVISION:PRELIMINARYNOTE: DRAWINGS ON HALF SIZE SHEETS (18"x12") WILL BE HALF SIZE OF SCALE INDICATED.SOJOURN STUDIO, LLC. DARREN CUNNINGHAM, B. 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1982-2025 DESCRIPTION:Steel Deck Post Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-22 / IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 9.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :W6x15 36.0 ft E : Elastic Bending Modulus Fully braced against buckling ABOUT X-X Axis Fully braced against buckling ABOUT Y-Y Axis Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 135.0 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.0 ft, D = 1.570, LR = 3.240, S = 2.214 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.05178 Location of max.above base 0.0 ft 4.945 k 95.497 k 0.0 k-ft Load Combination +D+Lr Load Combination 0.0 8.340 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 17.534 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.018 1.00 1.00 0.00 0.00 +D+Lr PASS PASS0.00 0.000 0.00 ftft0.052 1.00 1.00 0.00 0.00 +D+0.70S PASS PASS0.00 0.000 0.00 ftft0.034 1.00 1.00 0.00 0.00 +D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.043 1.00 1.00 0.00 0.00 +D+0.5250S PASS PASS0.00 0.000 0.00 ftft0.030 1.00 1.00 0.00 0.00 +0.60D PASS PASS0.00 0.000 0.00 ftft0.011 1.00 1.00 0.00 0.00 +D+0.10S PASS PASS0.00 0.000 0.00 ftft0.020 1.00 1.00 0.00 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 1.705 +D+Lr 4.945 +D+0.70S 3.255 +D+0.750Lr 4.135 +D+0.5250S 2.867 +0.60D 1.023 +D+0.10S 1.926 Lr Only 3.240 S Only 2.214 Steel Column LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Steel Deck Post Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 4.945 Minimum"1.023 MaximumReaction, X-X Axis Base 1.705 Minimum"1.705 MaximumReaction, Y-Y Axis Base 1.705 Minimum"1.705 MaximumReaction, X-X Axis Top 1.705 Minimum"1.705 MaximumReaction, Y-Y Axis Top 1.705 Minimum"1.705 MaximumMoment, X-X Axis Base 1.705 Minimum"1.705 MaximumMoment, Y-Y Axis Base 1.705 Minimum"1.705 MaximumMoment, X-X Axis Top 1.705 Minimum"1.705 MaximumMoment, Y-Y Axis Top 1.705 Minimum"1.705 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.70S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.5250S 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 +D+0.10S 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :W6x15 R xx = 1.450 in Depth =5.990 in R yy = 2.560 in Sw =3.340 in^4 K1 =0.563 in Zy =4.750 in^3 Kdesign =0.510 in J =0.101 in^4 Flange Width =5.990 in Flange Thick = 0.260 in Zx =10.800 in^3 Area = 4.430 in^2 Weight =15.000 plf I xx =29.10 in^4 S xx =9.72 in^3 Cw =76.50 in^6Web Thick =0.230 in I yy =9.320 in^4 S yy =3.110 in^3 Wno =8.580 in^2 Qf =2.150 in^3 rts =1.660 in Qw =5.320 in^3 Ycg =0.000 in Steel Column LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Steel Deck Post Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: Sketches Steel Beam LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:DECK BEAM - CANTILEVERED Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019 Load Combination Set : ASCE 7-22 / IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 8.0 ft W12x26 Span = 8.0 ft W12x26 1 2 3 D(0.090) L(0.270) S(0.1845) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loadingLoads on all spans... Uniform Load on ALL spans : D = 0.020, L = 0.060, S = 0.0410 ksf, Tributary Width = 4.50 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.143: 1 Load Combination +D+0.750L+0.5250S Span # where maximum occurs Span # 1 3.323 k Mn / Omega : Allowable 92.814 k-ft Vn/Omega : Allowable W12x26Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750L+0.5250S 56.120 k Section used for this span W12x26 Ma : Applied Maximum Shear Stress Ratio =0.059 : 1 8.000 ft 13.292 k-ft Va : Applied 15,032 >=360 1548Ratio =9772 >=180 Maximum DeflectionMax Downward Transient Deflection 0.081 in 2,380Ratio =>=360 Max Upward Transient Deflection -0.006 in Ratio = Max Downward Total Deflection 0.124 in Ratio =>=180 Max Upward Total Deflection -0.010 in Span: 2 : L Only Span: 1 : L Only Span: 2 : +D+0.750L+0.5250S Span: 1 : +D+0.750L+0.5250S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 8.00 ft 1 0.040 0.017 -3.71 3.71 155.00 92.81 1.00 1.00 0.93 84.18 56.12 Dsgn. L = 8.00 ft 2 0.040 0.017 -3.71 3.71 155.00 92.81 1.00 1.00 0.93 84.18 56.12 +D+L Dsgn. L = 8.00 ft 1 0.133 0.055 -12.35 12.35 155.00 92.81 1.00 1.00 3.09 84.18 56.12 Dsgn. L = 8.00 ft 2 0.133 0.055 -12.35 12.35 155.00 92.81 1.00 1.00 3.09 84.18 56.12 +D+0.70S Dsgn. L = 8.00 ft 1 0.085 0.035 -7.84 7.84 155.00 92.81 1.00 1.00 1.96 84.18 56.12 Dsgn. L = 8.00 ft 2 0.085 0.035 -7.84 7.84 155.00 92.81 1.00 1.00 1.96 84.18 56.12 +D+0.750L Dsgn. L = 8.00 ft 1 0.110 0.045 -10.19 10.19 155.00 92.81 1.00 1.00 2.55 84.18 56.12 Dsgn. L = 8.00 ft 2 0.110 0.045 -10.19 10.19 155.00 92.81 1.00 1.00 2.55 84.18 56.12 +D+0.750L+0.5250S Dsgn. L = 8.00 ft 1 0.143 0.059 -13.29 13.29 155.00 92.81 1.00 1.00 3.32 84.18 56.12 Dsgn. L = 8.00 ft 2 0.143 0.059 -13.29 13.29 155.00 92.81 1.00 1.00 3.32 84.18 56.12 +0.60D Dsgn. L = 8.00 ft 1 0.024 0.010 -2.23 2.23 155.00 92.81 1.00 1.00 0.56 84.18 56.12 Dsgn. L = 8.00 ft 2 0.024 0.010 -2.23 2.23 155.00 92.81 1.00 1.00 0.56 84.18 56.12 +D+0.750L+0.10S Dsgn. L = 8.00 ft 1 0.116 0.048 -10.78 10.78 155.00 92.81 1.00 1.00 2.70 84.18 56.12 Dsgn. L = 8.00 ft 2 0.116 0.048 -10.78 10.78 155.00 92.81 1.00 1.00 2.70 84.18 56.12 . Steel Beam LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:DECK BEAM - CANTILEVERED Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+0.750L+0.5250S10.0000 0.000 -0.0098 5.056 +D+0.750L+0.5250S2 0.1241 8.000 0.0000 5.056 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.000 6.646 Max Upward from Load Combinations 0.000 6.646 Max Upward from Load Cases 0.000 4.320 D Only 0.000 1.856 +D+L 0.000 6.176 +D+0.70S 0.000 3.922 +D+0.750L 0.000 5.096 +D+0.750L+0.5250S 0.000 6.646 +0.60D 0.000 1.114 +D+0.750L+0.10S 0.000 5.391 L Only 0.000 4.320 S Only 0.000 2.952 4) Foundation Analysis Load (psf)Tributary (ft2) Load (lbs) Total Load (psf)Tributary (ft2) Load (lbs) Total Load (psf)Tributary (ft2) Load (lbs) TotalRoof Dead2000Roof Dead2000Roof Dead2000Deck Dead20541080Floor Dead201543080Floor Dead354.5157.5Dead Load #3000Dead Load #3000Dead Load #3000Foundation1004.5450Foundation1009900Foundation1004.5450Stone7000Stone7000Stone7000Wall85401570Wall10003980Wall81188696Deck Live60543240Floor Live401546160Floor Live404.5180Live Load #20003240Live Load #20006160Live Load #2000180Deck Snow41542214Roof Snow17.500Roof Snow17.500Snow Load #20002214Snow Load #20000Snow Load #20000D + L =4810lbsD + L =10140lbsD + L =876lbsD + S=3784lbsD + S=3980lbsD + S=696lbsD + 0.75L + 0.75S = 5661lbsD + 0.75L + 0.75S = 8600lbsD + 0.75L + 0.75S = 831lbsMaximum Load =5661lbsMaximum Load =10140lbsMaximum Load =876lbs16''x16'' footing = 3184psf161624''x24'' footing = 2535psf242416''x16'' footing = 492psf161624''x24'' footing = 1415psf242436''x36'' footing = 1127psf363624''x24'' footing = 219psf2424Load (psf)Tributary (ft2) Load (lbs) Total Load (psf)Tributary (ft2) Load (lbs) Total Load (psf)Tributary (ft2) Load (lbs) TotalRoof Dead2000Roof Dead2000Roof Dead2000Floor Dead354.5157.5Floor Dead354.5157.5Floor Dead354.5157.5Dead Load #3000Dead Load #3000Dead Load #3000Foundation1004.5450Foundation1004.5450Foundation1004.5450Stone7000Stone7000Stone7000Wall81188696Wall81188696Wall81188696Floor Live404.5180Floor Live404.5180Floor Live404.5180Live Load #2000180Live Load #2000180Live Load #2000180Roof Snow17.500Roof Snow17.500Roof Snow17.500Snow Load #20000Snow Load #20000Snow Load #20000D + L =876lbsD + L =876lbsD + L =876lbsD + S=696lbsD + S=696lbsD + S=696lbsD + 0.75L + 0.75S = 831lbsD + 0.75L + 0.75S = 831lbsD + 0.75L + 0.75S = 831lbsMaximum Load =876lbsMaximum Load =876lbsMaximum Load =876lbs16''x16'' footing = 492psf161616''x16'' footing = 492psf161616''x16'' footing = 492psf161624''x24'' footing = 219psf242424''x24'' footing = 219psf242424''x24'' footing = 219psf2424Exterior Deck Post Interior Garage Post Column #Column # Column # Column # Load (psf)Tributary (ft) Load (plf) Total Load (psf)Tributary (ft) Load (plf) Total Load (psf)Tributary (ft) Load (plf) TotalRoof Dead2018.5370Roof Dead2015300Roof Dead2000Floor Dead208.5170Floor Dead206120Floor Dead2012240Deck Dead204.590Dead Load #3000Dead Load #3000Foundation1004.5450Foundation1004.5450Foundation1004.5450Stone7000Stone7000Stone7000Wall10202001280Wall10202001070Wall81188778Floor Live408.5340Floor Live406240Floor Live4012480Deck Live604.5270610Live Load #2000240Live Load #2000480Roof Snow4118.5758.5Roof Snow4115615Roof Snow4100Deck Snow414.5184.5943Snow Load #2000615Snow Load #20000D + L =1890plfD + L =1310plfD + L =1258plfD + S=2223plfD + S=1685plfD + S=778plfD + 0.75L + 0.75S = 2445plfD + 0.75L + 0.75S = 1711plfD + 0.75L + 0.75S = 1138plfMaximum Load =2445plfMaximum Load =1711plfMaximum Load =1258plf16'' footing = 1834psf1616'' footing = 1283psf1616'' footing = 944psf1624'' footing = 1222psf2424'' footing = 856psf2424'' footing = 629psf24Load (psf)Tributary (ft) Load (plf) Total Load (psf)Tributary (ft) Load (plf) Total Load (psf)Tributary (ft) Load (plf) TotalRoof Dead2000Roof Dead2000Roof Dead2000Floor Dead354.5157.5Floor Dead354.5157.5Floor Dead354.5157.5Dead Load #3000Dead Load #3000Dead Load #3000Foundation1004.5450Foundation1004.5450Foundation1004.5450Stone7000Stone7000Stone7000Wall81188696Wall81188696Wall81188696Floor Live404.5180Floor Live404.5180Floor Live404.5180Live Load #2000180Live Load #2000180Live Load #2000180Roof Snow17.500Roof Snow17.500Roof Snow17.500Snow Load #20000Snow Load #20000Snow Load #20000D + L =876plfD + L =876plfD + L =876plfD + S=696plfD + S=696plfD + S=696plfD + 0.75L + 0.75S = 831plfD + 0.75L + 0.75S = 831plfD + 0.75L + 0.75S = 831plfMaximum Load =876plfMaximum Load =876plfMaximum Load =876plf16'' footing = 657psf1616'' footing = 657psf1616'' footing = 657psf1624'' footing = 438psf2424'' footing = 438psf2424'' footing = 438psf24Exterior Wall UNDER DECK TYPICAL EXTERIOR WALL Interior WallWall # Wall # Wall # Wall Footing LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:WALL UNDER DECK Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-22 / IBC 2024 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=1.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0 ft= Wall center offset from center of footing 0 in = = Wall Thickness 8.0 in Footing Thickness 10.0in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 4 # of Bars in 12" Width = 2 Applied Loads 1.28 0.610 0.9430 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:WALL UNDER DECK Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.8247 Soil Bearing 1.237 ksf 1.50 ksf +D+0.750L+0.5250S PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.03157 Z Flexure (+X)0.3754 k-ft 11.894 k-ft +1.20D+L+S PASS 0.02408 Z Flexure (-X)0.2864 k-ft 11.894 k-ft +1.20D+L+0.150S PASS 0.01959 1-way Shear (+X)1.6 psi 82.158 psi +1.20D+L+S PASS 0.01959 1-way Shear (-X)1.6 psi 82.158 psi +1.20D+L+S Detailed Results Rotation Axis &Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... D Only 1.50 ksf 0.7608 ksf 0.7608 ksf 0.5070.0 in+D+L 1.50 ksf 1.066 ksf 1.066 ksf 0.7110.0 in+D+0.70S 1.50 ksf 1.091 ksf 1.091 ksf 0.7270.0 in+D+0.750L 1.50 ksf 0.9896 ksf 0.9896 ksf 0.6600.0 in+D+0.750L+0.5250S 1.50 ksf 1.237 ksf 1.237 ksf 0.8250.0 in+0.60D 1.50 ksf 0.4565 ksf 0.4565 ksf 0.3040.0 in+D+0.750L+0.10S 1.50 ksf 1.037 ksf 1.037 ksf 0.6910.0 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn +1.40D 0.2367 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.40D 0.2367 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+1.60L 0.3113 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+1.60L 0.3113 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+1.60L+0.30S 0.3428 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+1.60L+0.30S 0.3428 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L 0.2707 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L 0.2707 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D 0.2029 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D 0.2029 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L+S 0.3754 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L+S 0.3754 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+S 0.3077 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+S 0.3077 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L+0.30S 0.3021 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L+0.30S 0.3021 +X Bottom 0.216 Min Temp %0.4 11.894 OK+0.90D 0.1522 -X Bottom 0.216 Min Temp %0.4 11.894 OK+0.90D 0.1522 +X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L+0.150S 0.2864 -X Bottom 0.216 Min Temp %0.4 11.894 OK+1.20D+L+0.150S 0.2864 +X Bottom 0.216 Min Temp %0.4 11.894 OKOne Way Shear Units :k vu @ +XLoad Combination...vu @ -X vu:Max vu / Į vnĮ vn Status +1.40D 1.0 1.0 1.0 82.2 0.012psipsipsipsi OK +1.20D+1.60L 1.3 1.3 1.3 82.2 0.016psipsipsipsi OK Wall Footing LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:WALL UNDER DECK Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: One Way Shear Units :k vu @ +XLoad Combination...vu @ -X vu:Max vu / Į vnĮ vn Status +1.20D+1.60L+0.30S 1.5 1.5 1.5 82.2 0.018psipsipsipsi OK +1.20D+L 1.2 1.2 1.2 82.2 0.014psipsipsipsi OK +1.20D 0.9 0.9 0.9 82.2 0.011psipsipsipsi OK +1.20D+L+S 1.6 1.6 1.6 82.2 0.020psipsipsipsi OK +1.20D+S 1.3 1.3 1.3 82.2 0.016psipsipsipsi OK +1.20D+L+0.30S 1.3 1.3 1.3 82.2 0.016psipsipsipsi OK +0.90D 0.7 0.7 0.7 82.2 0.008psipsipsipsi OK +1.20D+L+0.150S 1.2 1.2 1.2 82.2 0.015psipsipsipsi OK General Footing LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:GARAGE POST Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-22 / IBC 2024 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.50 60.03,122.0145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Bottom Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars =4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a General Footing LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:GARAGE POST Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: Applied Loads 3.980 6.160 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8320 Soil Bearing 1.248 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2249 Z Flexure (+X) Bot Tens 1.829 k-ft/ft 8.131 k-ft/ft +1.20D+1.60L PASS 0.2249 Z Flexure (-X) Bot Tens 1.829 k-ft/ft 8.131 k-ft/ft +1.20D+1.60L PASS 0.2249 X Flexure (+Z) Bot Tens 1.829 k-ft/ft 8.131 k-ft/ft +1.20D+1.60L PASS 0.2249 X Flexure (-Z) Bot Tens 1.829 k-ft/ft 8.131 k-ft/ft +1.20D+1.60L PASS 0.2028 1-way Shear (+X)18.0 psi 88.741 psi +1.20D+1.60L PASS 0.2028 1-way Shear (-X)18.0 psi 88.741 psi +1.20D+1.60L PASS 0.2028 1-way Shear (+Z)18.0 psi 88.741 psi +1.20D+1.60L PASS 0.2028 1-way Shear (-Z)18.0 psi 88.741 psi +1.20D+1.60L PASS 0.4038 2-way Punching 71.667 psi 177.482 psi +1.20D+1.60L 0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS PASS PASS PASS Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.5631 0.5631 n/a 0.3750.0n/a X-X, +D+L 1.50 n/a1.248 1.248 n/a 0.8320.0n/a X-X, +D+0.750L 1.50 n/a1.076 1.076 n/a 0.7170.0n/a X-X, +0.60D 1.50 n/a0.3378 0.3378 n/a 0.2250.0n/a Z-Z, D Only 1.50 0.5631n/a n/a 0.5631 0.375n/a0.0 Z-Z, +D+L 1.50 1.248n/a n/a 1.248 0.832n/a0.0 Z-Z, +D+0.750L 1.50 1.076n/a n/a 1.076 0.717n/a0.0 Z-Z, +0.60D 1.50 0.3378n/a n/a 0.3378 0.225n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.6965 +Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK General Footing LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:GARAGE POST Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.6965 -Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +1.20D+1.60L 1.829 +Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +1.20D+1.60L 1.829 -Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +1.20D+L 1.367 +Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +1.20D+L 1.367 -Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +1.20D 0.5970 +Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +1.20D 0.5970 -Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +0.90D 0.4478 +Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK X-X, +0.90D 0.4478 -Z Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.40D 0.6965 -X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.40D 0.6965 +X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.20D+1.60L 1.829 -X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.20D+1.60L 1.829 +X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.20D+L 1.367 -X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.20D+L 1.367 +X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.20D 0.5970 -X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +1.20D 0.5970 +X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +0.90D 0.4478 -X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK Z-Z, +0.90D 0.4478 +X Bottom 0.2160 ACI 7.6.1.1 0.2667 8.131 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 6.85 6.85 6.85 88.74 0.08psipsipsipsi OK +1.20D+1.60L 18.00 18.00 18.00 88.74 0.20psipsipsipsi OK +1.20D+L 13.45 13.45 13.45 88.74 0.15psipsipsipsi OK +1.20D 5.88 5.88 5.88 88.74 0.07psipsipsipsi OK +0.90D 4.41 4.41 4.41 88.74 0.05psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 6.85 6.85 6.85 88.74 0.08psipsipsipsi OK +1.20D+1.60L 18.00 18.00 18.00 88.74 0.20psipsipsipsi OK +1.20D+L 13.45 13.45 13.45 88.74 0.15psipsipsipsi OK +1.20D 5.88 5.88 5.88 88.74 0.07psipsipsipsi OK +0.90D 4.41 4.41 4.41 88.74 0.05psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 27.29 177.48 0.15 OKpsipsi +1.20D+1.60L 71.67 177.48 0.40 OKpsipsi +1.20D+L 53.56 177.48 0.30 OKpsipsi +1.20D 23.39 177.48 0.13 OKpsipsi +0.90D 17.54 177.48 0.10 OKpsipsi Steel Column LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS Deck Post Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-22 / IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 9Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS4x4x1/4 36.0 ft E : Elastic Bending Modulus Fully braced against buckling ABOUT X-X Axis Fully braced against buckling ABOUT Y-Y Axis Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 109.890 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.0 ft, D = 0.360, L = 1.080, S = 0.7380 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.02295 Location of max.above base 0.0 ft 1.667 k 72.647 k 0.0 k-ft Load Combination +D+0.750L+0.5250S Load Combination 0.0 8.425 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 8.425 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.006 1.00 1.00 0.00 0.00 +D+L PASS PASS0.00 0.000 0.00 ftft0.021 1.00 1.00 0.00 0.00 +D+0.70S PASS PASS0.00 0.000 0.00 ftft0.014 1.00 1.00 0.00 0.00 +D+0.750L PASS PASS0.00 0.000 0.00 ftft0.018 1.00 1.00 0.00 0.00 +D+0.750L+0.5250S PASS PASS0.00 0.000 0.00 ftft0.023 1.00 1.00 0.00 0.00 +0.60D PASS PASS0.00 0.000 0.00 ftft0.004 1.00 1.00 0.00 0.00 +D+0.750L+0.10S PASS PASS0.00 0.000 0.00 ftft0.019 1.00 1.00 0.00 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 0.470 +D+L 1.550 +D+0.70S 0.986 +D+0.750L 1.280 +D+0.750L+0.5250S 1.667 +0.60D 0.282 +D+0.750L+0.10S 1.354 L Only 1.080 S Only 0.738 Steel Column LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS Deck Post Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 1.667 Minimum"0.282 MaximumReaction, X-X Axis Base 0.470 Minimum"0.470 MaximumReaction, Y-Y Axis Base 0.470 Minimum"0.470 MaximumReaction, X-X Axis Top 0.470 Minimum"0.470 MaximumReaction, Y-Y Axis Top 0.470 Minimum"0.470 MaximumMoment, X-X Axis Base 0.470 Minimum"0.470 MaximumMoment, Y-Y Axis Base 0.470 Minimum"0.470 MaximumMoment, X-X Axis Top 0.470 Minimum"0.470 MaximumMoment, Y-Y Axis Top 0.470 Minimum"0.470 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.70S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.5250S 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.10S 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS4x4x1/4 R xx = 1.520 in Depth =4.000 in R yy = 1.520 in J =12.800 in^4 Width =4.000 in Wall Thick = 0.250 in Zx =4.690 in^3 Area = 3.370 in^2 Weight =12.210 plf I xx =7.80 in^4 S xx =3.90 in^3Design Thick =0.233 in I yy =7.800 in^4 C =6.560 in^3 S yy =3.900 in^3 Ycg =0.000 in Steel Column LIC# : KW-06014595, Build:20.25.05.07 STAHLY ENGINEERING & ASSOCIATES (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS Deck Post Project File: 6-Enercalc.ec6 Project Title:Engineer:Project ID:Project Descr: Sketches