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STURCTURAL CALCS - 23-00588 - 681 S 2275 W - New SFR
8/15/2023 Structural Design (801) 876-3501 Structural Calculations Huntington Craftsman SF4B12 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 Rexburgn ID 08/15/2023 8/15/2023 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Huntington Craftsman Location: SF4B12 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2021 IRC/ 2021 IBC: Roof Loads: Roof Snow Load (psf): 40 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 40 Floor Dead Load (psf): 10 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 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. 16. 17. 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 current 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. Prefrab 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. Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.03 FS: 1.01 FS: 3.65 FS: 3.65 FS: 2.42 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) 37 40 4 4 0 Floor Span (ft) 37 36 4 4 17 Wall Height (ft) 10 10 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.14 2.20 0.41 0.41 0.63 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) 2.42 2.48 0.69 0.69 0.83 Soil Load (ksf) 1.45 1.49 0.41 0.41 0.62 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 Plan: Huntington Craftsman Date: 8/14/2023 Location: SF4B12 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 49.25 42.355 ---15 8 32,283 11,995 44,279 Floor Live Load (psf): 40 Floor 2 36.26 39 8 10 24,435 28,484 52,919 Floor Dead Load (psf): 10 Floor 1 49.25 42 9 10 10,200 20,153 30,353 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 23.50 44.28 1,041 64% 3.15 3.15 3.15 Floor 2 10.00 52.92 582 36%4.91 1.76 4.91 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 4.91 0.00 3.15 Roof Slope (x/12):6 TOTALS 0.00 97.20 1,623 4,911 --- --- 4.91 Roof Pitch (θ):26.57 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:4,911 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:2,674 Roof Lateral Force lb:2,237 Diaphragm Loading (plf): 26 Diaphragm FS 8.84 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 seismic wind total left/right front/back SW-1 240 336 2nd Floor 3.1 kips 6.9 7.4 SW-1 350 490 1st Floor 1.8 kips 8.2 6.8 SW-2 450 630 Basement 0.0 kips 4.6 3.9 SW-3 585 819 Location Flex Bed 4 Bed 3 Back Side Left Side Right Side Front side 2 Car 3rd Car Back Side 3rd Car Left Side Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Left side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines up w/ none none none none none none second floor second floor none second floor none second floor Width 15.5 11.5 10.5 38 36 36 15 22 12 38 12 36 Depth 37 39.5 37 36 38 38 37 42 24 20 24 38 Area (sqft) 286.75 227.125 194.25 696 696 696 373.5 462 144 906 144 1020 Force (lb) 643 510 436 1562 1562 1562 315 390 122 765 122 861 Adj. Force 643 509 436 1561 1575 1575 324 401 125 786 125 881 % of floor 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Flr. Diaphragm 161 128 109 392 395 395 81 101 31 197 31 221 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 643 945 0 1561 0 1575 Total Seismic 643 509 436 1561 1575 1575 967 1346 125 2347 125 2455 Wind (lb) 1507 1194 1021 3658 3419 3419 1221 1511 471 2962 471 3993 Adj. Force 1507 1193 1021 3657 3448 3448 1255 1553 484 3045 484 4083 % of total 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Total Wind 1507 1193 1021 3657 3448 3448 2762 3766 484 6701 484 7531 Shear Wall FTW FTW FTW 23 13.5 14.5 FTW 7 Portal 20.5 12 21.5 Aspect Ratio 0.99 1 1 1.00 Frame 0.93 1 0.96 PSW Adj. C o 0.74 1 1 1 0.79 1 0.83 Seis Load (plf) 68 117 109 192 115 10 114 Wind Load (plf) 159.0 255.4 237.8 538.1 326.9 40.3 350.3 Shear Wall SW-1 SW-1 SW-1 SW-2 SW-1 SW-1 SW-1 Uplift % Force on pier 50% 50% 50% 100% 100% 100% 100% 50% 100% 44% 100% 100% Wall Length (ft) 3 2.75 2.25 38 13.5 14.5 12.25 3.5 12 16 12 28 Wall Height (ft) 8 8 8 8 8 8 9 7 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 36 0 0 18 0 4 Roof Span (ft) 40 4 6 37 4 4 42 6 40 37 37 4 Wall Load (plf) 160 160 160 160 160 160 180 140 180 180 180 480 Total DL (plf) 276 114 123 262.5 114 114 405 111 288 328.5 274.5 318 Seis.Uplift (lbs)- - - 0 164 42 - 1152 - 0 0 0 Wind Uplift (lbs)- - - 0 1273 1076 - 3572 - 0 0 0 MSTC40 MSTC40 MSTC40 CS16X48" CS16X48" STHD10 STHD14 STHD14 Location Kitchen 3rd Car A A A A A A A A A A Right side Right side Front/Back mid Front side Front side Front side Front side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ second floor second floor none none none none none none none none none none Width 14 24 0 0 0 0 0 0 0 0 0 0 Depth 38 50 0 0 0 0 0 0 0 0 0 0 Area (sqft) 266 754 0 0 0 0 0 0 0 0 0 0 Force (lb) 225 637 0 0 0 0 0 0 0 0 0 0 Adj. Force 230 651 0 0 0 0 0 0 0 0 0 0 % of floor 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Flr. Diaphragm 58 163 0 0 0 0 0 0 0 0 0 0 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 525 1050 0 0 0 0 0 0 0 0 0 0 Total Seismic 755 1701 0 0 0 0 0 0 0 0 0 0 Wind (lb) 1041 2952 0 0 0 0 0 0 0 0 0 0 Adj. Force 1065 3018 0 0 0 0 0 0 0 0 0 0 % of total 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 2214 5317 0 0 0 0 0 0 0 0 0 0 Shear Wall 14 24 13 10 10 10 10 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. C o 1 1 0.65 1 1 1 1 1 1 1 1 1 Seis Load (plf) 54 71 0 0 0 0 0 0 0 0 0 0 Wind Load (plf) 158.1 221.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 14 24 0 0 0 0 0 0 0 0 0 0 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 4 4 37 36 36 36 36 36 36 36 36 36 Roof Span (ft) 4 4 37 40 40 40 40 40 40 40 40 40 Wall Load (plf) 340 340 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 234 234 385.5 396 396 396 396 396 396 396 396 396 Seis.Uplift (lbs)0 0 - - - - - - - - - - Wind Uplift (lbs)0 0 - - - - - - - - - - Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 LOAD PARAMETERS Seismic Load (lb): 967 Wind Load (lb): 2,762 SHEAR WALL SELECTION Shear Wall Callout: SW-3 Seismic Strength (lb/ft): 585 9 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 3.29 Wind FS 1.61 ASPECT RATIO Left Aspect Ratio: 100%12.25 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Corner Seismic: 49.2 Load #1 180 Uniform Seismic: 49.2 Tie-Down: LSTHD8/RJ Wind: 1368 Load #2 0 0 Wind: 1368 Tie-Down Seismic FS 39.64 Load #3 0 0 Tie-Down Wind FS 1.70 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.12 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-3 --- 2" Edge Nailing and 12" Field Nailing Bolt FS 1.73 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,420 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 291 Studs: 2x4 Studs F'T (psi)920 Stud FS:3.16 2 5 2<- - - - - - - - - - - - fe e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN Dead Load Resistance 2.75 6 3.5 Front Side- 1st floor 533 lb FORCE TRANSFER WALL All Units lb/ft unless specified 533 lb PASS -2 PASS <----------------------------------------> 39 PASS 178 PASS -2 PASS 155 PASS 155 PASS 39 PASS 178 Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 LOAD PARAMETERS Seismic Load (lb): 643 Wind Load (lb): 1,507 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 2.78 Wind FS 1.66 ASPECT RATIO Left Aspect Ratio: 100%11.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 0 Load #1 450 Uniform Seismic: 0 Tie-Down: CS16 Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.93 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 2.98 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 825 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 169 Studs: 2x4 Studs F'T (psi)920 Stud FS:5.43 Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.5 6 3 <----------------------------------------> 117 <- - - - - - - - - - - - PASS PASS 377 lb 377 lb 2 34 126 9 PASS Flex second floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 34 126 9 PASS PASS PASS 5 All Units lb/ft unless specified117 Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 LOAD PARAMETERS Seismic Load (lb): 509 Wind Load (lb): 1,193 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 3.66 Wind FS 2.19 ASPECT RATIO Left Aspect Ratio: 100%12 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 0 Load #1 180 Uniform Seismic: 0 Tie-Down: CS16 Wind: 247 Load #2 0 0 Wind: 247 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS 6.90 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.54 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 3.92 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 626 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 129 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.16 Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 3 6 3 <----------------------------------------> 85 <- - - - - - - - - - - - PASS PASS 287 lb 287 lb 2 11 96 11 PASS Bed 4 Second Floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 11 96 11 PASS PASS PASS 5 All Units lb/ft unless specified85 Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 LOAD PARAMETERS Seismic Load (lb): 436 Wind Load (lb): 1,021 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 3.25 Wind FS 2.16 ASPECT RATIO Left Aspect Ratio: 90%10.5 Right Aspect Ratio: 90% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Corner Seismic: 0 Load #1 450 Uniform Seismic: 0 Tie-Down: LSTHD8/RJ Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.60 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 4.01 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 612 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 126 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.32 Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.25 6 2.25 <----------------------------------------> 97 <- - - - - - - - - - - - PASS PASS 280 lb 280 lb 2 28 93 28 PASS Bed 3 Second Floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 28 93 28 PASS PASS PASS 5 All Units lb/ft unless specified97 Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 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 1.07 L/B main floor 0.86 Roof Height 9.00 Mean roof Height 23.5 Truss Span 36 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 38 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 27.9 Table 27.6-1 Upper floor, po 28.1 Table 27.6-1 Main floor, ph 28.1 Main floor, po 28.0 Basement floor, ph 28.0 Basement floor, po 27.6 Upper Floor (psf)Relative positioning Net Pressure 16.8 Windward 10.6 Left 8.9 Leeward 6.2 Right 8.9 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (psf) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -8.9 -11.1 Load Case 2 7.0 -5.3 Lower Roof (psf) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.00 37.00 333.0 4095 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 7.9 37 50 13 102.9 1154.7 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 50 514.9 500 5216.8 333 3520.5 Leeward 50 319.5 500 3205.7 333 2079.8 2nd Floor Diaphragm Shear Total Shear (lbs) 6895 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 15061 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 19690 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 20107 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 34.7 16.85 17.28 Low roof (per truss) 4.6 87.72 117.32 Lateral (lbs)H1 H2.5 Roof (per truss) 2.9 269.08 140.54 Low roof (per truss) 0.6 1418.08 740.66 Exposure Adj. Factor Factors of Safety Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 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 0.94 L/B main floor 1.16 Roof Height 9.00 Mean roof Height 24.5 Truss Span 36 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 38 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 28.2 Table 27.6-1 Upper floor, po 27.5 Table 27.6-1 Main floor, ph 27.5 Main floor, po 27.4 Basement floor, ph 27.4 Basement floor, po 27.0 Upper Floor (psf)Relative positioning Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.5 Windward 10.5 Left 8.6 Leeward 6.0 Right 8.6 Basement Floor (psf) Net Pressure 16.3 Windward 10.4 Left 8.6 Leeward 6.0 Right 8.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -8.9 -11.2 Load Case 2 7.1 -5.3 Lower Roof (psf) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.00 39.50 355.5 4408 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 7.9 40 43 4 27.708333 310.9 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 43 445.5 430 4511.6 356 3653.3 Leeward 43 255.9 430 2567.9 356 2285.7 2nd Floor Diaphragm Shear Total Shear (lbs) 7377 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 14198 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 18088 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 18439 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 37.9 15.45 15.85 Low roof (per truss) 4.6 87.72 117.32 Lateral (lbs)H1 H2.5 Roof (per truss) 111.6 7.03 3.67 Low roof (per truss) 7.2 108.58 56.71 Exposure Adj. Factor Factors of Safety Plan: Huntington Craftsman Date: 8/14/2023 Location: SF4B12 PASS PASS PASS PASS Moment: 1.14 Moment: 1.17 LL Deflection: 1.14 LL Deflection: 1.17 JOIST SPECIFICATION Boise Cascade Truss Joists Boise Cascade Truss Joists Joist Type:BCI TJI BCI TJI Joist Series:6000 210 6000 210 Joist Depth (ft): 14 14 11.88 11.88 Joist Span (ft): 21 21 19 19 Joist Spacing (in): 16 16 16 16 LOAD PARAMETERS Floor Dead Load 10 10 10 10 Floor Live Load 40 40 40 40 Total Floor Load 50 50 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 1 1 Joist Weight (plf) 2.7 3.1 2.5 2.8 Joist Loading (plf) 69 70 69 69 Max Reaction (lb) 728 733 657 660 Max Moment (ft-lb) 3824 3846 3121 3135 JOIST DETERMINATION Max Moment 100% (ft-lb) 4350 4490 3670 3795 Moment FS 1.14 1.17 1.18 1.21 Max Shear 100% (lb) 1925 1945 1675 1655 Shear FS 2.64 2.66 2.55 2.51 Bearing Required (in) 2.00 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 360 Live Load Deflection (in) 0.57 0.55 0.56 0.54 Allowable Live Load Deflection (in) 0.70 0.70 0.63 0.63 LL Deflection FS 1.23 1.27 1.14 1.17 Total Load Deflection Limit 240 240 240 240 Total Load Deflection (in) 0.74 0.72 0.72 0.70 Allowable Total Load Deflection (in) 1.05 1.05 0.95 0.95 TL Deflection FS 1.42 1.46 1.32 1.35 1 3/4" Allowable Reaction (lb) 1175 1005 1175 1005 3 1/2" Allowable Reaction (lb) 1525 1460 1425 1460 SELECTION 14" BCI 6000 @ 16" O.C.14" TJI 210 @ 16" O.C.11 7/8" BCI 6000 @ 16" O.C.11 7/8" TJI 210 @ 16" O.C. Plan: Huntington Craftsman Date: 45152 Location: SF4B12 Beam Page 3 RB-4 Sawn (3) 2X10's DF #2 RB-11 LVL (2) 11 7/8" 2.0E 2600 Fb FB-3 LVL (2) 7 1/4" 2.0E 2600 Fb RB-5 Sawn (2) 2X10's DF #2 RB-12 Sawn (2) 2X10's DF #2 FB-8 LVL (2) 14" 2.0E 2600 Fb RB-6 Sawn (3) 2X10's DF #2 RB-13 Sawn (2) 2X10's DF #2 FB-9 LVL (2) 14" 2.0E 2600 Fb RB-10 LVL (2) 11 7/8" 2.0E 2600 Fb RB-14 Sawn (2) 2X10's DF #2 FB-11 LVL (1) 14" 2.0E 2600 Fb RB-15 Sawn (2) 2X10's DF #2 FB-12 LVL (2) 9 1/2" 2.0E 2600 Fb RB-16 Sawn (2) 2X10's DF #2 RB-17 Sawn (2) 2X10's DF #2 RB-18 Sawn (2) 2X10's DF #2 FB-1 GLB 6 3/4" x 19.5"24F-V4 FB-2 Sawn (2) 2X8's DF #2 FB-13 Sawn (3) 2X8's DF #2 FB-14 Sawn (2) 2X8's DF #2 FB-15 LVL (2) 14" 2.0E 2600 Fb Beam Page 1 Beam Page 2 Beam Page 4 Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 PASS PASS PASS PASS Sawn (3) 2X10's Sawn (2) 2X10's Sawn (3) 2X10's LVL (2) 11 7/8" Moment: 1.61 Shear: 1.51 Moment: 1.12 Shear: 1.51 Name RB-4 RB-5 RB-6 RB-10 Grade Sawn Sawn Sawn LVL LOADING PARAMETERS PASS PASS PASS POST Floor Live Load (psf) 40 40 40 40 Floor Total Load (psf) 50 50 50 50 Roof Live Load (psf) 40 40 40 40 Roof Total Load (psf) 55 55 55 55 Wall Load (psf) 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)5 4 6 9 Beam Weight (plf) 8.33 5.55 8.33 12.06 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 11.88 Beam Width/Weight 4.5 3 4.5 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 Roof Span (ft) 40 40 40 41 Wall Height (ft) 2 0 2 1 Total Uniform Floor Load (plf) 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 Total Uniform Roof Load (plf) 1100 1100 1100 1127.5 Total Live Roof Load (plf) 800 800 800 820 Total Uniform Wall Load (plf) 40 0 40 20 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 1 Start Point (ft) 0 0 0 0 1 End Point (ft) 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 2 Start Point (ft) 0 0 0 0 2 End Point (ft) 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 3 Start Point (ft) 0 0 0 0 3 End Point (ft) 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 1 Total Load (lb) 0 0 0 0 Point Load 2 ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 2 Total Load (lb) 0 0 0 0 Point Load 3 ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 3 Total Load (lb) 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 Left Reaction (lb) 2871 2211 3445 5218 Right Reaction (lb) 2871 2211 3445 5218 Max Moment (lb-ft) 3589 2211 5167 11741 Max Shear (lb) 2871 2211 3445 5218 Cv 1.00 1.00 1.00 1.00 Cf 1.20 1.10 1.20 1.00 Area (in2)41.63 27.75 41.63 41.58 Moment of Inertia I (in4)297 198 297 489 Maximum Bending Stress (lb-ft) 671 620 966 1711 Allowable Bending Stress (lb-ft) 1080 990 1080 2604 Allowable Moment (lb-ft) 5775 3529 5775 17862 MOMENT FS 1.61 1.60 1.12 1.52 Allowable Shear Stress (psi) 180 180 180 285 Maximum Shear Capacity (lb) 4995 3330 4995 7900 SHEAR FS 1.74 1.51 1.45 1.51 Bearing Required 1.58 1.82 1.89 1.99 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.02 0.01 0.05 0.13 Live Load Deflection Limit 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.13 0.20 0.30 LIVE LOAD DEFLECTION FS 6.97 9.07 4.03 2.40 Total Load Deflection (in) 0.03 0.02 0.07 0.18 Total Load Deflection Limit 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.20 0.30 0.45 TOTAL LOAD DEFLECTION FS 7.28 9.84 4.21 2.55 SELECTION Sawn Sawn Sawn LVL (3) 2X10's (2) 2X10's (3) 2X10's (2) 11 7/8" Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 CRAFT B/ FARM CRAFT A/ FARM to meet plan requirements PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's GLB 6 3/4" x 19.5" Sawn (2) 2X8's TL Deflection: L/562 Moment: 5.24 Moment: 6.43 Shear: 1.97 Shear: 1.97 Moment: 1.29 Moment: 5.7 Shear: 1.97 Moment: 1.75 Shear: 3.08 Name RB-11 RB-12 RB-13 RB-14 RB-15 RB-16 RB-17 RB-18 FB-1 FB-2 Grade LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn GLB Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS POST PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 50 50 50 50 50 50 50 50 50 50 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 5 5 3 3 10.5 5 3 22 3 Beam Weight (plf) 12.06 5.55 5.55 5.55 5.55 5.55 5.55 5.55 31.96 4.35 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.25 19.5 7.25 Beam Width/Weight 3.5 3 3 3 3 3 3 3 6.75 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 18 16 Roof Span (ft) 7 4 4 40 40 7 7 40 6 0 Wall Height (ft) 1 5 3 1 1 0 0 1 8 8 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 450 400 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 360 320 Total Uniform Roof Load (plf) 192.5 110 110 1100 1100 192.5 192.5 1100 165 0 Total Live Roof Load (plf) 140 80 80 800 800 140 140 800 120 0 Total Uniform Wall Load (plf) 20 100 60 20 20 0 0 20 160 160 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 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 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 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 2 Total Live Partially Uniform Load (plf)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 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 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 3 Total Live Partially Uniform Load (plf)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 1 Total Load (lb) 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 2 Total Load (lb) 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 3 Total Load (lb) 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 Tapered Load Ending Point (ft) 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 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 1796 539 439 1688 1688 1040 495 1688 8877 847 Right Reaction (lb) 1796 539 439 1688 1688 1040 495 1688 8877 847 Max Moment (lb-ft) 7186 674 549 1266 1266 2729 619 1266 48821 635 Max Shear (lb) 1796 539 439 1688 1688 1040 495 1688 8877 847 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.20 Area (in2)41.58 27.75 27.75 27.75 27.75 27.75 27.75 27.75 131.63 21.75 Moment of Inertia I (in 4)489 198 198 198 198 198 198 198 4171 95 Maximum Bending Stress (lb-ft) 1047 189 154 355 355 766 174 355 1370 290 Allowable Bending Stress (lb-ft) 2604 990 990 990 990 990 990 990 2400 1080 Allowable Moment (lb-ft) 17862 3529 3529 3529 3529 3529 3529 3529 85556 2365 MOMENT FS 2.49 5.24 6.43 2.79 2.79 1.29 5.70 2.79 1.75 3.73 Allowable Shear Stress (psi) 285 180 180 180 180 180 180 180 265 180 Maximum Shear Capacity (lb) 7900 3330 3330 3330 3330 3330 3330 3330 23254 2610 SHEAR FS 4.40 6.18 7.59 1.97 1.97 3.20 6.73 1.97 2.62 3.08 Bearing Required 0.68 0.44 0.36 1.39 1.39 0.86 0.41 1.39 2.02 0.70 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 1,800,000 1,600,000 Live Load Deflection (in) 0.21 0.00 0.00 0.00 0.00 0.12 0.01 0.00 0.34 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.17 0.17 0.10 0.10 0.35 0.17 0.10 0.73 0.10 LIVE LOAD DEFLECTION FS 2.50 46.44 46.44 21.50 21.50 2.87 26.54 21.50 2.15 25.88 Total Load Deflection (in) 0.34 0.01 0.01 0.01 0.01 0.17 0.01 0.01 0.57 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.25 0.25 0.15 0.15 0.53 0.25 0.15 1.10 0.15 TOTAL LOAD DEFLECTION FS 2.34 25.85 31.74 22.92 22.92 3.04 28.14 22.92 1.92 22.01 SELECTION LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn GLB Sawn (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's 6 3/4" x 19.5" (2) 2X8's Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 PASS PASS PASS PASS PASS LVL (2) 7 1/4" LVL (2) 14" LVL (2) 14" LVL (1) 14" LVL (2) 9 1/2" Moment: 1.15 Shear: 1.36 Shear: 1.67 Shear: 21.74 Shear: 2.67 Name FB-3 FB-8 FB-9 FB-11 FB-12 Grade LVL LVL LVL LVL LVL LOADING PARAMETERS PASS POST PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 Floor Total Load (psf) 50 50 50 50 50 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 9 6 7.5 5 Beam Weight (plf) 7.36 14.21 14.21 7.11 9.64 BEAM SIZING Beam Depth (in)7.25 14 14 14 9.5 Beam Width/Weight 3.5 3.5 3.5 1.75 3.5 UNIFORM LOADING Floor Span (ft) 12 18 21.5 2 37.5 Roof Span (ft) 0 0 40 0 0 Wall Height (ft) 8 10.5 10.5 0 0 Total Uniform Floor Load (plf) 300 450 537.5 50 937.5 Total Live Floor Load (plf) 240 360 430 40 750 Total Uniform Roof Load (plf) 0 0 1100 0 0 Total Live Roof Load (plf) 0 0 800 0 0 Total Uniform Wall Load (plf) 160 210 210 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Roof Roof ----- ----- ----- 1 Span/Height (ft) 40 40 0 0 0 1 Start Point (ft) 1.75 4.5 0 0 0 1 End Point (ft) 3.25 9 0 0 0 1 Totally Partially Uniform Load (plf) 1100 1100 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 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 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 POINT LOADS Point Load 1 Roof Roof ----- ----- ----- 1 Location (ft) 1.75 4.5 0 0 0 1 Total Load (lb) 1688 2211 0 0 0 Point Load 2 Roof ----- ----- ----- ----- 2 Location (ft) 3.25 0 0 0 0 2 Total Load (lb) 1688 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 1.15 1 1 1 Left Reaction (lb) 3682 5377 5585 214 2368 Right Reaction (lb) 3682 7852 5585 214 2368 Max Moment (lb-ft) 6167 17264 8378 401 2960 Max Shear (lb) 3682 7852 5585 214 2368 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.00 1.00 1.00 Area (in2)25.38 49.00 49.00 24.50 33.25 Moment of Inertia I (in4)111 800 800 400 250 Maximum Bending Stress (lb-ft) 2414 1812 879 84 675 Allowable Bending Stress (lb-ft) 2784 2928 2546 2546 2684 Allowable Moment (lb-ft) 7115 27897 24258 12129 11775 MOMENT FS 1.15 1.62 2.90 30.21 3.98 Allowable Shear Stress (psi) 285 328 285 285 285 Maximum Shear Capacity (lb) 4821 10707 9310 4655 6318 SHEAR FS 1.31 1.36 1.67 21.74 2.67 Bearing Required 1.40 2.99 2.13 0.16 0.90 Elastic Modulus (psi) 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in) 0.08 0.10 0.02 0.00 0.02 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.30 0.20 0.25 0.17 LIVE LOAD DEFLECTION FS 2.00 3.08 8.84 69.58 7.83 Total Load Deflection (in) 0.12 0.15 0.03 0.01 0.03 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.45 0.30 0.38 0.25 TOTAL LOAD DEFLECTION FS 2.03 2.98 8.76 73.11 9.29 SELECTION LVL LVL LVL LVL LVL (2) 7 1/4" (2) 14" (2) 14" (1) 14" (2) 9 1/2" Plan:Huntington Craftsman Date:8/14/2023 Location:SF4B12 PASS PASS PASS Sawn (3) 2X8's Sawn (2) 2X8's LVL (2) 14" Moment: 1.22 Shear: 1.73 Shear: 4.1 Name FB-13 FB-14 FB-15 Grade Sawn Sawn LVL LOADING PARAMETERS PASS PASS PASS Floor Live Load (psf) 40 40 40 Floor Total Load (psf) 50 50 50 Roof Live Load (psf) 40 40 40 Roof Total Load (psf) 55 55 55 Wall Load (psf) 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)5 3 10 Beam Weight (plf) 6.53 4.35 14.21 BEAM SIZING Beam Depth (in)7.25 7.25 14 Beam Width/Weight 4.5 3 3.5 UNIFORM LOADING Floor Span (ft) 40 40 2 Roof Span (ft) 0 0 4 Wall Height (ft) 0 0 14 Total Uniform Floor Load (plf) 1000 1000 50 Total Live Floor Load (plf) 800 800 40 Total Uniform Roof Load (plf) 0 0 110 Total Live Roof Load (plf) 0 0 80 Total Uniform Wall Load (plf) 0 0 280 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- 1 Span/Height (ft) 0 0 0 1 Start Point (ft) 0 0 0 1 End Point (ft) 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 Partially Uniform Load 2 ----- ----- ----- 2 Span/Height (ft) 0 0 0 2 Start Point (ft) 0 0 0 2 End Point (ft) 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 Partially Uniform Load 3 ----- ----- ----- 3 Span/Height (ft) 0 0 0 3 Start Point (ft) 0 0 0 3 End Point (ft) 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 POINT LOADS Point Load 1 ----- ----- ----- 1 Location (ft) 0 0 0 1 Total Load (lb) 0 0 0 Point Load 2 ----- ----- ----- 2 Location (ft) 0 0 0 2 Total Load (lb) 0 0 0 Point Load 3 ----- ----- ----- 3 Location (ft) 0 0 0 3 Total Load (lb) 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 Tapered Load Ending Point (ft) 0 0 0 Tapered Load at Start (plf) 0 0 0 Tapered Load at End (plf) 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 Left Reaction (lb) 2516 1507 2271 Right Reaction (lb) 2516 1507 2271 Max Moment (lb-ft) 3145 1130 5678 Max Shear (lb) 2516 1507 2271 Cv 1.00 1.00 1.00 Cf 1.30 1.20 1.00 Area (in2)32.63 21.75 49.00 Moment of Inertia I (in4)143 95 800 Maximum Bending Stress (lb-ft) 957 516 596 Allowable Bending Stress (lb-ft) 1170 1080 2546 Allowable Moment (lb-ft) 3844 2365 24258 MOMENT FS 1.22 2.09 4.27 Allowable Shear Stress (psi) 180 180 285 Maximum Shear Capacity (lb) 3915 2610 9310 SHEAR FS 1.56 1.73 4.10 Bearing Required 1.38 1.24 0.87 Elastic Modulus (psi) 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.05 0.01 0.02 Live Load Deflection Limit 360 360 360 Allowable Live Load Deflection (in) 0.17 0.10 0.33 LIVE LOAD DEFLECTION FS 3.35 10.35 19.57 Total Load Deflection (in) 0.06 0.01 0.06 Total Load Deflection Limit 240 240 240 Allowable Total Load Deflection (in) 0.25 0.15 0.50 TOTAL LOAD DEFLECTION FS 4.00 12.37 7.75 SELECTION Sawn Sawn LVL (3) 2X8's (2) 2X8's (2) 14"