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HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00434 - 630 S 2275 W - New SFR 7/5/2023 Structural Design (801) 876-3501 Structural Calculations Fairview SF8B21 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 07/05/2023 7/5/2023 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Fairview Location: SF8B21 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2018 IRC: Roof Loads: Roof Snow Load (psf): 40 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 40 Floor Dead Load (psf): 12 Seismic Design Category: D Wind Speed: 115 mph for Exposure C Material Properties: Concrete (fc'):3000 psi (foundation) to 4000 psi (suspended slab) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & stable granular based, 1500 psf bearing capacity, granular based Backfill: KH = 38 pcf, slope not to exceed 20%, setback from slopes is min. 25' Dimensional Lumber: Doug Fir #2 or better Posts and Timbers: Doug Fir #1 or better Steel: ASTM Grade 50 1. 2. 3. 4. 5. 6. 7. 8. 9. Provide solid blocking through structure down to footing for all load paths 10. 11. 12. 13. 14. 15. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Contractor shall assure that all materials are used per manufactures recommendations. Site engineering and liability shall be provided by the owner/builder as required. Contractor shall assure that footings are properly drained, soil is dry, footings rest on undisturbed native soil, building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet, and that the intent of IRC Section R403.1.7.2 is met. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. Block all horizontal edges 1 1/2" nominal or wider. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than 1/2" from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints and over rim joist between floors and nail to rim and wall plates at 6" O.C. The contractor shall conform to all building codes and practices as per the 2018 IRC Use balloon framing method when connecting floors in split level designs. Builder shall follow all recommendations found in all applicable geotechnical reports. Stacking of two sill plates is permitted with 5/8" J-Bolts through both plates. Stacking more than two plates is not permitted without special engineering. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall be used. Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of “Registered Design Professional in Responsible Charge” on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. If discrepancies are found, the more stringent specification shall be followed. All 2-ply and 3-ply beams and headers to be nailed using 16d two rows @ 12" O.C. Footings 5 Seismic 6 Shear 7 Wind (Left & Right Loading) 8 Wind (Front & Back Loading) 9 Joists 10 Beam Schedule 11 Beams 12 Beams (2) 13 Table of Contents Plan:Fairview Date:7/5/2023 Location:SF8B21 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.15 FS: 1.15 FS: 2.93 FS: 2.93 FS: 1.62 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (k/lft) 0.04 0.04 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft) 46 46 10 10 0 Floor Span (ft) 17 17 4 4 32 Wall Height (ft) 10 10 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.91 1.91 0.58 0.58 1.03 FOOTING SPECS Footing Width (in) 20 20 20 20 16 Footing Width (ft) 1.67 1.67 1.67 1.67 1.33 Footing Height (ft) 0.83 0.83 0.83 0.83 0.67 FOUNDATION Height Above Grade (in) 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 Weight (k/lft) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.18 2.18 0.85 0.85 1.23 Soil Load (ksf) 1.31 1.31 0.51 0.51 0.92 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 5 Footings Plan: Fairview Date: 7/5/2023 Location: SF8B21 LOADING SUMMARY Roof Live Load (psf): 40 Avg. Length (ft) Avg. Width (ft) Wall Height (ft) Dead Wgt. (psf) Snow Wgt. (psf) Diaphragm Weight (lb) Wall Weight (lb) Total Weight (lb) Roof DeadLoad (psf): 15 Roof 53.648 47.9 ---15 8 59,104 18,279 77,383 Floor Live Load (psf): 40 Floor 2 53.648 48 0 12 0 18,279 0 Floor Dead Load (psf): 12 Floor 1 53.648 48 9 12 18,420 20,310 38,730 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf):75 HX (ft) WX (kip) HX x WX % Force Total Shear (kip)FX VX Suspended Slab Live Load (psf):60 Roof 14.58 77.38 1,128 100% 3.91 3.91 3.91 Floor 2 0.00 0.00 0 0%3.91 0.00 3.91 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 3.91 0.00 3.91 Roof Slope (x/12):5 TOTALS 0.00 77.38 1,128 3,910 --- --- 3.91 Roof Pitch (θ):22.62 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.51 R: 6.5 SS:0.358 SMS:0.542 SDS:0.361 CS:0.056 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.051 SHEAR DISTRIBUTION Base Shear Force lb:3,910 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:0 Roof Lateral Force lb:3,910 Diaphragm Loading (plf): 39 Diaphragm FS 4.35 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Fairview Date:7/5/2023 Location:SF8B21 seismic wind total left/right front/back SW-1 240 336 2nd Floor 0.0 kips 0.0 0.0 SW-1 350 490 1st Floor 3.9 kips 10.1 8.9 SW-2 450 630 Basement 0.0 kips 5.1 4.5 SW-3 585 819 Location Bed 3 Entry 2 car 3rd Car 3rd Car Back Wall Left Wall Garage Master 3rd Car Front side Front side Front side Front side Back side Back side Left side Left side Right side Right side Floor 1 1 1 1 1 1 1 1 1 1 Lines up w/ none none none none none none none none none none Width 15 6.5 22.5 12 12 44 45 11 20 24 Depth 45 39 50 24 24 47 50 29 44 60 Area (sqft) 337.5 165.75 562.5 144 144 1214 1144.5 179 530 720 Force (lb) 513 252 856 219 219 1847 1741 272 806 1095 Adj. Force 514 252 856 219 219 1848 1739 272 805 1094 % of floor 13% 6% 22% 6% 6% 47% 44% 7% 21% 28% Flr. Diaphragm 0 0 0 0 0 0 0 0 0 0 Transfered Forces 126 0 126 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 0 0 0 0 Total Seismic 640 252 983 219 219 1848 1739 272 805 1094 Wind (lb) 1174 577 1957 501 501 4223 4493 703 2081 2827 Adj. Force 1175 577 1958 501 501 4226 4487 702 2078 2822 % of total 13% 6% 22% 6% 6% 47% 44% 7% 21% 28% Total Wind 1463 577 2247 501 501 4226 4487 702 2078 2822 Shear Wall 9 Transferred 6.5 Portal 12 19 24.75 11 11 17 Aspect Ratio 1 Bed 3 & 0.94 Frame 1 1 0.99 1 1 0.99 PSW Adj. C o 0.79 Garage 1 1 0.86 0.99 1 0.89 0.94 Seis Load (plf) 71 151 18 97 70 25 73 64 Wind Load (plf) 162.6 345.7 41.8 222.4 181.3 63.8 188.9 166.0 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 50% 100% 100% 100% 100% 100% 100% 76% Wall Length (ft) 15 Transferred 3.25 Portal 12 31 38 11 13.5 13 Wall Height (ft) 9 9 7.5 9 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 46 4 46 10 4 10 10 10 10 Wall Load (plf) 180 180 150 180 180 180 180 180 180 240 Total DL (plf) 126 315 108 315 153 126 153 153 153 189 Seis.Uplift (lbs)0 - 958 - 0 0 0 0 0 0 Wind Uplift (lbs)0 - 2417 - 0 0 0 0 396 283 STHD14 STHD14 OK OK Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan:Fairview Date:7/5/2023 Location:SF8B21 LEFT AND RIGHT LOADING Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A-B or C Exposure Category C Section 26.7 L/B upper floor 0.89 L/B main floor 0.89 Roof Height 9.17 Mean roof Height 14.6 Truss Span 44 Roof Slope 5 /12 Roof Angle (deg) 22.60 Sine = 0.3843 Lower Truss Span 44 Lower roof Slope 5 /12 Lower roof Angle (deg) 22.60 Sine = 0.3843 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.6 Table 27.6-1 Upper floor, po 27.6 Table 27.6-1 Main floor, ph 27.6 Main floor, po 27.6 Basement floor, ph 27.6 Basement floor, po 27.6 Upper Floor (psf)Relative positioning Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Main Floor (psf) Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Basement Floor (psf) Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Lower Roof (psf) Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.17 56.00 513.3 5452 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.0 56 56 0 0.0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 56 575.0 560 5749.6 0 0.0 Leeward 56 352.4 560 3524.0 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 5452 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 10088 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 15189 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 15653 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 48.8 11.98 12.29 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 2.1 370.03 193.26 Low roof (per truss) 0.0 - - Exposure Adj. Factor Factors of Safety 8 Wind (Left and Right Loading) Plan:Fairview Date:7/5/2023 Location:SF8B21 FRONT AND BACK LOADING Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A-B or C Exposure Category C Section 26.7 L/B upper floor 1.12 L/B main floor 1.12 Roof Height 9.17 Mean roof Height 6.6 Truss Span 44 Roof Slope 5 /12 Roof Angle (deg) 22.60 Sine = 0.3843 Lower Truss Span 44 Lower roof Slope 5 /12 Lower roof Angle (deg) 22.60 Sine = 0.3843 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.1 Table 27.6-1 Upper floor, po 27.1 Table 27.6-1 Main floor, ph 27.1 Main floor, po 27.1 Basement floor, ph 27.1 Basement floor, po 27.1 Upper Floor (psf)Relative positioning Net Pressure 16.3 Windward 10.3 Left 8.6 Leeward 6.0 Right 8.6 Main Floor (psf) Net Pressure 16.3 Windward 10.3 Left 8.6 Leeward 6.0 Right 8.6 Basement Floor (psf) Net Pressure 16.3 Windward 10.3 Left 8.6 Leeward 6.0 Right 8.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Lower Roof (psf) Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.17 50.00 458.3333333 4868 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 0.0 50 50 0 0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 50 515.6 500 5156.3 0 0.0 Leeward 50 298.7 500 2986.9 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 4868 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 8939 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 13418 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 13825 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 48.8 11.98 12.29 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 97.4 8.06 4.21 Low roof (per truss) 0.0 - - Exposure Adj. Factor Factors of Safety 9 Wind (Front and Back Loading) Plan: Fairview Date: 7/5/2023 Location: SF8B21 PASS PASS Moment: 1.04 Moment: 1.01 JOIST SPECIFICATION Truss Joists Boise Cascade Joist Type:TJI BCI Joist Series:210 6000 Joist Depth (ft): 14 14 Joist Span (ft): 20 20 Joist Spacing (in): 19.2 19.2 LOAD PARAMETERS Floor Dead Load 12 12 Floor Live Load 40 40 Total Floor Load 52 52 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (plf) 3.1 2.7 Joist Loading (plf) 86 86 Max Reaction (lb) 863 859 Max Moment (ft-lb) 4315 4295 JOIST DETERMINATION Max Moment 100% (ft-lb) 4490 4350 Moment FS 1.04 1.01 Max Shear 100% (lb) 1945 1925 Shear FS 2.25 2.24 Bearing Required (in) 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.55 0.57 Allowable Live Load Deflection (in) 0.67 0.67 LL Deflection FS 1.22 1.18 Total Load Deflection Limit 240 240 Total Load Deflection (in) 0.74 0.76 Allowable Total Load Deflection (in) 1.00 1.00 TL Deflection FS 1.35 1.32 1 3/4" Allowable Reaction (lb) 1005 1175 3 1/2" Allowable Reaction (lb) 1460 1525 SELECTION 14" TJI 210 @ 19.2" O.C.14" BCI 6000 @ 19.2" O.C. 10 Joists Plan: Fairview Date: 7/5/2023 Location: SF8B21 RB-1 LVL (2) 11 7/8" 2.0E 2600 Fb RB-11 Sawn (2) 2X8's DF #2 RB-2 Sawn (2) 2X8's DF #2 RB-11 LVL (2) 7 1/4" 2.0E 2600 Fb RB-3 Sawn (2) 2X8's DF #2 RB-12 LVL (2) 11 7/8" 2.0E 2600 Fb RB-4 Sawn (2) 2X8's DF #2 RB-13 Sawn (2) 2X8's DF #2 RB-5 Sawn (2) 2X8's DF #2 RB-14 LVL (2) 7 1/4" 2.0E 2600 Fb RB-5 Sawn (2) 2X8's DF #2 RB-6 Sawn (3) 2X8's DF #2 RB-6 Sawn (3) 2X8's DF #2 RB-7 Sawn (2) 2X8's DF #2 RB-7 Sawn (2) 2X8's DF #2 RB-8 Sawn (2) 2X8's DF #2 RB-9 Sawn (2) 2X8's DF #2 RB-10 Sawn (2) 2X8's DF #2 Beam Page 1 Beam Page 2 11 Schedule Plan:Fairview Date:7/5/2023 Location:SF8B21 FARM CRAFT FARM CRAFT FARM CRAFT PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (3) 2X8's Sawn (3) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's TL Deflection: L/521 Shear: 7.76 Moment: 1.65 Shear: 1.39 Moment: 1.65 Moment: 2.45 Moment: 1.18 Moment: 1.13 Moment: 1.65 Moment: 2.45 Shear: 15.22 Moment: 2.71 Shear: 2.38 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-5 RB-6 RB-6 RB-7 RB-7 RB-8 RB-9 RB-10 Grade LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 55 55 55 55 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 3 6 3 6 6 9 9 6 6 3 5 3 Beam Weight (plf) 12.06 4.35 4.35 4.35 4.35 4.35 6.53 6.53 4.35 4.35 4.35 4.35 4.35 BEAM SIZING Beam Depth (in)11.88 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 Beam Width/Weight 3.5 3 3 3 3 3 4.5 4.5 3 3 3 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 8 10 44 10 4 10 4 10 4 4 10 25 Wall Height (ft) 6 0 2 2 2 5 2 11 2 5 0 0 2 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Uniform Roof Load (plf) 110 220 275 1210 275 110 275 110 275 110 110 275 687.5 Total Live Roof Load (plf) 80 160 200 880 200 80 200 80 200 80 80 200 500 Total Uniform Wall Load (plf) 120 0 40 40 40 100 40 220 40 100 0 0 40 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ---- ---- ---- ---- ---- ---- --------- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- -------- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- -------- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 Point Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 Point Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 1936 337 958 1882 958 643 1447 1514 958 643 172 698 1098 Right Reaction (lb) 1936 337 958 1882 958 643 1447 1514 958 643 172 698 1098 Max Moment (lb-ft) 7746 252 1437 1411 1437 965 3255 3407 1437 965 129 873 823 Max Shear (lb) 1936 337 958 1882 958 643 1447 1514 958 643 172 698 1098 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.20 1.20 1.20 1.20 1.20 1.30 1.30 1.20 1.20 1.20 1.20 1.20 Area (in2)41.58 21.75 21.75 21.75 21.75 21.75 32.63 32.63 21.75 21.75 21.75 21.75 21.75 Moment of Inertia I (in4)489 95 95 95 95 95 143 143 95 95 95 95 95 Maximum Bending Stress (lb-ft) 1129 115 656 644 656 440 991 1037 656 440 59 399 376 Allowable Bending Stress (lb-ft) 2604 1080 1080 1080 1080 1080 1170 1170 1080 1080 1080 1080 1080 Allowable Moment (lb-ft) 17862 2365 2365 2365 2365 2365 3844 3844 2365 2365 2365 2365 2365 MOMENT FS 2.31 9.37 1.65 1.68 1.65 2.45 1.18 1.13 1.65 2.45 18.39 2.71 2.87 Allowable Shear Stress (psi) 285 180 180 180 180 180 180 180 180 180 180 180 180 Maximum Shear Capacity (lb) 7900 2610 2610 2610 2610 2610 3915 3915 2610 2610 2610 2610 2610 SHEAR FS 4.08 7.76 2.72 1.39 2.72 4.06 2.71 2.59 2.72 4.06 15.22 3.74 2.38 Bearing Required 0.74 0.28 0.79 1.55 0.79 0.53 0.79 0.83 0.79 0.53 0.14 0.57 0.90 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.12 0.00 0.04 0.01 0.04 0.02 0.13 0.05 0.04 0.02 0.00 0.02 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.10 0.20 0.10 0.20 0.20 0.30 0.30 0.20 0.20 0.10 0.17 0.10 LIVE LOAD DEFLECTION FS 4.38 51.76 5.18 9.41 5.18 12.94 2.30 5.75 5.18 12.94 103.51 8.94 16.56 Total Load Deflection (in) 0.37 0.00 0.06 0.02 0.06 0.04 0.21 0.22 0.06 0.04 0.00 0.03 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.15 0.30 0.15 0.30 0.30 0.45 0.45 0.30 0.30 0.15 0.25 0.15 TOTAL LOAD DEFLECTION FS 2.17 55.37 4.86 9.90 4.86 7.24 2.15 2.05 4.86 7.24 108.63 9.60 16.97 SELECTION LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn (2) 11 7/8" (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (3) 2X8's (3) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's 12 Beams Plan:Fairview Date:7/5/2023 Location:SF8B21 CRAFT PASS PASS PASS PASS PASS Sawn (2) 2X8's LVL (2) 7 1/4" LVL (2) 11 7/8" Sawn (2) 2X8's LVL (2) 7 1/4" Moment: 2.37 Shear: 1.53 Shear: 1.01 Shear: 5.45 Moment: 1.74 Name RB-11 RB-11 RB-12 RB-13 RB-14 Grade Sawn LVL LVL Sawn LVL LOADING PARAMETERS PASS PASS POST PASS PASS Floor Live Load (psf) 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)5 5 9 3 7 Beam Weight (plf) 4.35 7.36 12.06 4.35 7.36 BEAM SIZING Beam Depth (in)7.25 7.25 11.88 7.25 7.25 Beam Width/Weight 3 3.5 3.5 3 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 Roof Span (ft) 10 44 0 10 24 Wall Height (ft) 2 2 2 2 0 Total Uniform Floor Load (plf) 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 Total Uniform Roof Load (plf) 275 1210 0 275 660 Total Live Roof Load (plf) 200 880 0 200 480 Total Uniform Wall Load (plf) 40 40 40 40 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ---- ---- Roof ---- ---- 1 Span/Height (ft) 0 0 50 0 0 1 Start Point (ft) 0 0 0 0 0 1 End Point (ft) 0 0 2.5 0 0 1 Total Partially Uniform Load (plf) 0 0 1375 0 0 Partially Uniform Load 2 ---- ---- Roof ---- ---- 2 Span/Height (ft) 0 0 10 0 0 2 Start Point (ft) 0 0 2.5 0 0 2 End Point (ft) 0 0 9 0 0 2 Total Partially Uniform Load (plf) 0 0 275 0 0 Partially Uniform Load 3 ---- ---- ---- ---- ---- 3 Span/Height (ft) 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 POINT LOADS Point Load 1 ---- ---- Roof ---- ---- 1 Location (ft) 0 0 2.5 0 0 1 Total Load (lb) 0 0 5500 0 0 Point Load 2 ---- ---- ---- ---- ---- 2 Location (ft) 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 Point Load 3 ---- ---- ---- ---- ---- 3 Location (ft) 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 Left Reaction (lb) 798 3143 7812 479 2336 Right Reaction (lb) 798 3143 3381 479 2336 Max Moment (lb-ft) 998 3929 14796 359 4088 Max Shear (lb) 798 3143 7812 479 2336 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.20 1.00 1.00 1.20 1.00 Area (in2)21.75 25.38 41.58 21.75 25.38 Moment of Inertia I (in4)95 111 489 95 111 Maximum Bending Stress (lb-ft) 456 1538 2157 164 1600 Allowable Bending Stress (lb-ft) 1080 2784 2604 1080 2784 Allowable Moment (lb-ft) 2365 7115 17862 2365 7115 MOMENT FS 2.37 1.81 1.21 6.58 1.74 Allowable Shear Stress (psi) 180 285 285 180 285 Maximum Shear Capacity (lb) 2610 4821 7900 2610 4821 SHEAR FS 3.27 1.53 1.01 5.45 2.06 Bearing Required 0.66 1.20 2.98 0.39 0.89 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 Live Load Deflection (in) 0.02 0.06 0.13 0.00 0.12 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.17 0.30 0.10 0.23 LIVE LOAD DEFLECTION FS 8.94 2.96 2.25 41.41 1.98 Total Load Deflection (in) 0.03 0.08 0.19 0.00 0.16 Total Load Deflection Limit 600 240 240 240 240 Allowable Total Load Deflection (in) 0.10 0.25 0.45 0.15 0.35 TOTAL LOAD DEFLECTION FS 3.36 3.11 2.35 38.90 2.14 SELECTION Sawn LVL LVL Sawn LVL (2) 2X8's (2) 7 1/4" (2) 11 7/8" (2) 2X8's (2) 7 1/4" 13 Beams (2)