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HomeMy WebLinkAboutSTRUCTURAL CALC - 20-00541 - 835 S 2380 W - New SFR 7/6/2020 Structural Design (801) 876-3501 Structural Calculations Princeton SF15B13 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 7/6/20 7/6/2020 STRUCTURAL CALCULATIONS For:Kartchner Homes Plan #:Princeton Location:SF15B13 From:York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IRC: 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 = 35 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 2015 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:Princeton Idaho Option Date:7/6/2020 Location:SF15B13 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.11 FS: 1.06 FS: 2.71 FS: 2.71 FS: 1.08 SOIL SPECS Density (pcf)125 125 125 125 125 Soil Pressure (psf)1500 1500 1500 1500 1500 Weight (k/lft)0.03 0.04 0.03 0.03 0.03 BUILDING LOADS Roof Span (ft)30 30 10 10 0 Floor Span (ft)22 34 4 4 58 Wall Height (ft)20 20 10 10 10 Suspended Slab Span (ft)0 0 0 0 0 Total Load (k/lft)1.78 2.08 0.58 0.58 1.65 FOOTING SPECS Footing Width (in)18 20 18 18 16 Footing Width (ft)1.50 1.67 1.50 1.50 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)2.03 2.35 0.83 0.83 1.85 Soil Load (ksf)1.35 1.41 0.55 0.55 1.39 FOOTING SELECTION F-18 F-20 F-18 F-18 F-16 Plan:Princeton Date:7/6/2020 Location:SF15B13 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 50 35 ---15 8 25,659 5,380 31,039 Floor Live Load (psf):40 Floor 2 37.5 30 8 10 20,276 13,030 33,306 Floor Dead Load (psf):10 Floor 1 50 35 9 10 7,620 9,350 16,970 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):40 Roof 23.23 31.04 721 66%6.17 6.17 6.17 Floor 2 10.00 33.31 366 34%9.30 3.13 9.30 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0%9.30 0.00 6.17 Roof Slope (x/12):7 TOTALS 0.01 64.35 1,087 9,299 ------9.30 Roof Pitch (θ):30.26 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS FA:1 R:6.5 SS:1.550 SMS:1.550 SDS:1.032 CS:0.206 Reduction Factor:1.30 Adjacent Factor:0.70 CS:0.145 SHEAR DISTRIBUTION Base Sheer Force lb:9,299 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:4,813 Roof Lateral Force lb:4,486 Diaphragm Loading (plf):133 Diaphragm FS 1.81 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION Plan:Princeton Date:7/6/2020 Done with 3rd Car extended garage Location:SF15B13 seismic wind total left/right front/back SW-1 240 336 2nd Floor 6.2 kips 7.0 5.4 SW-1 350 490 1st Floor 3.1 kips 8.3 5.4 SW-2 450 630 Basement 0.0 kips 4.6 3.0 SW-3 585 819 Location Master Bed 2 Bed 3 Rear Left Right Entry/ Family 2 Car 3rd Car 3rd Car Rear Left 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 none second floor second floor Width 17 11 10 38 29 29 17 21 12 12 38 29 Depth 29 30 29 29 38 38 29 34 31 31 29 50 Area (sqft)246.5 165 145 556.5 551 551 331.5 357 186 186 729 872.5 Force (lb)1362 912 801 3076 3045 3045 594 639 333 333 1305 1562 Adj. Force 1366 914 803 3083 3083 3083 580 625 326 326 1276 1541 % of floor 22%15%13%50%50%50%19%20%10%10%41%49% Flr. Diaphragm 390 261 229 881 881 881 166 179 93 93 365 440 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 1366 1717 0 0 3083 3083 Total Seismic 1366 914 803 3083 3083 3083 1946 2342 326 326 4359 4624 Wind (lb)1199 803 705 2707 3463 3463 1030 1109 578 578 2265 4129 Adj. Force 1202 805 707 2713 3506 3506 1007 1085 565 565 2215 4073 % of total 22%15%13%50%50%50%19%20%10%10%41%49% Total Wind 1202 805 707 2713 3506 3506 2209 2596 565 565 4928 7579 *Shear Wall 5.6 FTW FTW 28 22 25 6.6 6 Portal 12 17.5 29 Aspect Ratio 0.62 1 1 1 0.75 0.86 Frame 1 0.96 1 PSW Adj. Co 1 0.81 0.83 1 0.76 1 1 1 1 Seis Load (plf)244 110 140 123 295 390 27 249 159 Wind Load (plf)214.6 96.9 159.4 140.2 334.7 432.7 47.1 281.6 261.3 Shear Wall SW-2 SW-1 SW-1 SW-1 SW-3 SW-3 SW-1 SW-1 SW-1 Location Right A A A A A A A A A A A Right side Front side Front side 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 none none none none none none none none none none none Width 31 0 0 0 0 0 0 0 0 0 0 0 Depth 50 0 0 0 0 0 0 0 0 0 0 0 Area (sqft)901.75 0 0 0 0 0 0 0 0 0 0 0 Force (lb)1614 0 0 0 0 0 0 0 0 0 0 0 Adj. Force 1592 0 0 0 0 0 0 0 0 0 0 0 % of floor 51%0%0%0%0%0%0%0%0%0%0%0% Flr. Diaphragm 455 0 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 3083 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 4675 0 0 0 0 0 0 0 0 0 0 0 Wind (lb)4268 0 0 0 0 0 0 0 0 0 0 0 Adj. Force 4209 0 0 0 0 0 0 0 0 0 0 0 % of total 51%0%0%0%0%0%0%0%0%0%0%0% Total Wind 7715 0 0 0 0 0 0 0 0 0 0 0 *Shear Wall 22 10 10 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. Co 0.72 1 1 1 1 1 1 1 1 1 1 1 Seis Load (plf)213 0 0 0 0 0 0 0 0 0 0 0 Wind Load (plf)350.7 0.0 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 seismic (kips)wind (kips) Shear Wall Allowable Loads (plf) *If FTW is shown for Shear Wall, check corresponding Force Transfer calcs *If FTW is shown for Shear Wall, check corresponding Force Transfer calcs Plan:Princeton Date:7/6/2020 Location:SF15B13 Location Master Bed 2 Bed 3 Rear Left Right Entry/ Family 2 Car 3rd Car 3rd Car Rear Left 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 Seismic (lb)683 914 402 3083 3083 3083 1946 1171 326 326 747 4624 Wind (lb)601 805 354 2713 3506 3506 2209 1298 565 565 845 7579 Wall Length (ft)3 11 2 38 29 29 13 3 12 12 3 29 Wall Height (ft)8 8 8 8 8 8 9 9 9 9 9 9 Floor Span (ft)0 0 0 0 0 0 17 0 0 13 12 2 Roof Span (ft)30 30 30 30 4 4 30 30 30 30 30 4 Wall Load (plf)160 160 160 160 160 160 180 180 180 180 180 180 Total DL (plf)231 231 231 231 114 114 294 243 243 282 279 132 Seis.Uplift (lbs)1474 --0 0 0 0 3149 -0 1823 0 Wind Uplift (lbs)1256 --0 0 0 0 3530 -0 2116 438 MSTC40 MSTC40 STHD14 Portal STHD10 Location Right A A A A A A A A A A A Right side Front side Front side 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 Seismic (lb)4675 0 0 0 0 0 0 0 0 0 0 0 Wind (lb)7715 0 0 0 0 0 0 0 0 0 0 0 Wall Length (ft)29 0 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)2 2 34 34 34 34 34 34 34 34 34 34 Roof Span (ft)4 4 30 30 30 30 30 30 30 30 30 30 Wall Load (plf)180 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf)132 132 345 345 345 345 345 345 345 345 345 345 Seis.Uplift (lbs)0 ----------- Wind Uplift (lbs)667 ----------- STHD10 Uplift Calculations Plan:Princeton Date:7/6/2020 Location:SF15B13 LOAD PARAMETERS Seismic Load (lb):914 Wind Load (lb):805 SHEAR WALL SELECTION Client:Other Shear Wall Callout:SW-1 Seismic Strength (lb/ft):350 Seismic Strength with Reduction (lb/ft):350 Edge Nailing (in o.c.)4 Field Nailing (in o.c.)12 Seismic FS 1.58 Wind FS 2.51 ASPECT RATIO Left Aspect Ratio:100%1 Right Aspect Ratio:100%1 Load Reaction Location Seismic:137 Load #1 160 Uniform Seismic:137 CONNECTORS Wind:57.1 Load #2 0 0 Wind:57.1 Force-Transfer Wall Location:Corner Load #3 0 0 Tie-Down:STHD10/RJ Load #4 0 0 Tie-Down Seismic FS 21.49 Tie-Down Wind FS 61.27 Window Strap:CS16 Window Strap Connector:Nails PASS Strap FS 2.56 Bolt Diameter (in):1/2 Shear Wall:SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt Spacing (in o.c.):32 Tie-Down:STHD10/RJ Bolt Capacity (plf):390 Straps:CS16 --- Nails to Connect Bolt FS 4.69 Bolts:1/2" Bolts @ 32" O.C. Stud Size:2x4 Studs:2x4 Studs Tension (lb):465 Stress (psi):95 F'T (psi)920 Stud FS:9.64 8 All Units lb/ft unless specified183 665 lb 83 2221 5 2 83 FORCE TRANSFER WALL DESIGN Dead Load Resistance 2.5 6 2.5 11 83 222 83 Front Bed 2 183 665 lb FORCE TRANSFER WALL Plan:Princeton Date:7/6/2020 Location:SF15B13 LOAD PARAMETERS Seismic Load (lb):803 Wind Load (lb):707 SHEAR WALL SELECTION Client:Other Shear Wall Callout:SW-1 Seismic Strength (lb/ft):350 Seismic Strength with Reduction (lb/ft):308 Edge Nailing (in o.c.)4 Field Nailing (in o.c.)12 Seismic FS 1.69 Wind FS 2.70 ASPECT RATIO Left Aspect Ratio:88%1 Right Aspect Ratio:88%1 Load Reaction Location Seismic:119 Load #1 160 Uniform Seismic:119 CONNECTORS Wind:44.7 Load #2 0 0 Wind:44.7 Force-Transfer Wall Location:Corner Load #3 0 0 Tie-Down:STHD10/RJ Load #4 0 0 Tie-Down Seismic FS 24.76 Tie-Down Wind FS 78.37 Window Strap:CS16 Window Strap Connector:Nails PASS Strap FS 2.76 Bolt Diameter (in):1/2 Shear Wall:SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt Spacing (in o.c.):32 Tie-Down:STHD10/RJ Bolt Capacity (plf):390 Straps:CS16 --- Nails to Connect Bolt FS 5.05 Bolts:1/2" Bolts @ 32" O.C. Stud Size:2x4 Studs:2x4 Studs Tension (lb):433 Stress (psi):89 F'T (psi)920 Stud FS:10.37 Front Bed 3 FORCE TRANSFER WALL 98 206 98 183 618 lb 618 lb 2 98 8 1 5 183 All Units lb/ft unless specified Dead Load Resistance FORCE TRANSFER WALL DESIGN 206 98 2.2 6 2.2 10.4 Plan:Princeton Date:7/6/2020 Location:SF15B13 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 0.79 L/B main floor 0.70 Roof Height 8.46 Mean roof Height 24.2 Truss Span 29 Roof Slope 7 /12 Roof Angle (deg)30.26 Sine =0.5039 Lower Truss Span 29 Lower roof Slope 7 /12 Lower roof Angle (deg)30.26 Sine =0.5039 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 28.2 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 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 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 -7.7 -11.1 Load Case 2 7.5 -5.3 Lower Roof (psf) Load Case 1 -7.0 -10.1 Load Case 2 6.8 -4.9 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 8.46 38.00 321.4 4123 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 8.5 38 50 12 101.5 1181.5 (height)(height)(height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 50 514.9 500 5216.8 342 3579.5 Leeward 50 319.5 500 3205.7 342 2198.9 2nd Floor Diaphragm Shear Total Shear (lbs)7012 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs)15294 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs)19923 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 20340 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)11.7 50.11 51.39 Low roof (per truss)-13.1 -30.65 -41.00 Lateral (lbs)H1 H2.5 Roof (per truss)3.7 212.40 110.93 Low roof (per truss)0.7 1162.76 607.30 Exposure Adj. Factor Factors of Safety Plan:Princeton Date:7/6/2020 Location:SF15B13 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 1.27 L/B main floor 1.43 Roof Height 8.46 Mean roof Height 24.2 Truss Span 29 Roof Slope 7 /12 Roof Angle (deg)30.26 Sine =0.5039 Lower Truss Span 29 Lower roof Slope 7 /12 Lower roof Angle (deg)30.26 Sine =0.5039 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.2 Table 27.6-1 Upper floor, po 26.5 Table 27.6-1 Main floor, ph 26.5 Main floor, po 26.4 Basement floor, ph 26.4 Basement floor, po 26.0 Upper Floor (psf)Relative positioning Net Pressure 16.1 Windward 10.4 Left 8.4 Leeward 5.7 Right 8.4 Main Floor (psf) Net Pressure 15.8 Windward 10.6 Left 7.9 Leeward 5.3 Right 7.9 Basement Floor (psf) Net Pressure 15.7 Windward 10.4 Left 7.9 Leeward 5.3 Right 7.9 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.7 -11.1 Load Case 2 7.5 -5.3 Lower Roof (psf) Load Case 1 -7.0 -10.1 Load Case 2 6.8 -4.9 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 8.46 30.00 253.75 3255 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 8.5 30 35 5 42.29167 492.3 (height)(height)(height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 35 365.2 350 3695.4 270 2800.1 Leeward 35 184.2 350 1849.2 270 1543.5 2nd Floor Diaphragm Shear Total Shear (lbs)5427 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs)10863 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs)13910 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 14185 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)11.7 50.11 51.39 Low roof (per truss)-13.1 -30.65 -41.00 Lateral (lbs)H1 H2.5 Roof (per truss)108.5 7.23 3.78 Low roof (per truss)14.1 55.81 29.15 Exposure Adj. Factor Factors of Safety Plan:Princeton Date:7/6/2020 Location:SF15B13 PASS PASS Moment: 1.13 Moment: 1.1 JOIST SPECIFICATION Truss Joists Boise Cascade Joist Type:TJI BCI Joist Series:210 6000 Joist Depth (ft):11.88 11.88 Joist Span (ft):18 18 Joist Spacing (in):19.2 19.2 LOAD PARAMETERS Floor Dead Load 10 10 Floor Live Load 40 40 Total Floor Load 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (plf)2.8 2.5 Joist Loading (plf)83 83 Max Reaction (lb)745 743 Max Moment (ft-lb)3353 3341 JOIST DETERMINATION Max Moment 100% (ft-lb)3795 3670 Moment FS 1.13 1.10 Max Shear 100% (lb)1655 1675 Shear FS 2.22 2.26 Bearing Required (in)2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in)0.53 0.54 Allowable Live Load Deflection (in)0.60 0.60 LL Deflection FS 1.14 1.11 Total Load Deflection Limit 240 240 Total Load Deflection (in)0.68 0.70 Allowable Total Load Deflection (in)0.90 0.90 TL Deflection FS 1.32 1.29 1 3/4" Allowable Reaction (lb)1005 1175 3 1/2" Allowable Reaction (lb)1460 1425 SELECTION 11 7/8" TJI 210 @ 19.2" O.C.11 7/8" BCI 6000 @ 19.2" O.C. Plan:Princeton Date:7/6/2020 Location:SF15B13 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8"Sawn (2) 2X10's LVL (2) 9 1/2"Sawn (2) 2X10's LVL (2) 11 7/8"LVL (2) 11 7/8"Sawn (2) 2X10's LVL (2) 9 1/2"LVL (2) 11 7/8"LVL (2) 11 7/8" TL Deflection: L/549 Moment: 1.37 Shear: 2.33 Moment: 4.01 Shear: 2.31 Shear: 1.84 Shear: 3.53 Moment: 1.62 Shear: 1.99 Shear: 1.55 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-5 Extended RB-6 RB-7 RB-8 RB-8 Extended Grade LVL Sawn LVL Sawn LVL LVL Sawn LVL LVL LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS 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 11 6 6 9 9 2.5 6 9 9 Beam Weight (plf)12.06 5.55 9.64 5.55 12.06 12.06 5.55 9.64 12.06 12.06 BEAM SIZING Beam Depth (in)11.88 9.25 9.5 9.25 11.88 11.88 9.25 9.5 11.88 11.88 Beam Width/Weight 3.5 3 3.5 3 3.5 3.5 3 3.5 3.5 3.5 UNIFORM LOADING Floor Span (ft)0 0 0 0 0 0 0 0 0 0 Roof Span (ft)5 6 31 4 25 32 30 0 0 0 Wall Height (ft)4 0 2 4 3 3 0 0 0 0 Total Uniform Floor Load (plf)0 0 0 0 0 0 0 0 0 0 Total Uniform Roof Load (plf)137.5 165 852.5 110 687.5 880 825 0 0 0 Total Uniform Wall Load (plf)80 0 40 80 60 60 0 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 -----------------------------------Roof Roof Roof 1 Span/Height (ft)0 0 0 0 0 0 0 30 25 32 1 Start Point (ft)0 0 0 0 0 0 0 3 0 0 1 End Point (ft)0 0 0 0 0 0 0 6 2 2 1 Totally Partially Uniform Load (plf)0 0 0 0 0 0 0 825 687.5 880 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 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 POINT LOADS Point Load 1 -----------------------------------Roof Roof Roof 1 Location (ft)0 0 0 0 0 0 0 3 2 2 1 Total Load (lb)0 0 0 0 0 0 0 3365 2785 3597 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 2 2 Tapered Load Ending Point (ft)0 0 0 0 0 0 0 3 9 9 Tapered Load at Start (plf)0 0 0 0 0 0 0 165 248 303 Tapered Load at End (plf)0 0 0 0 0 0 0 248 83 138 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb)1836 938 2706 587 3418 4284 1038 2784 3966 5090 Right Reaction (lb)1836 938 2706 587 3418 4284 1038 3733 1457 1915 Max Moment (lb-ft)7346 2580 4060 880 7691 9640 648 7274 6386 8208 Max Shear (lb)1836 938 2706 587 3418 4284 1038 3733 3966 5090 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 1.00 1.10 1.00 1.00 1.10 1.00 1.00 1.00 Area (in2)41.58 27.75 33.25 27.75 41.58 41.58 27.75 33.25 41.58 41.58 Moment of Inertia I (in4)489 198 250 198 489 489 198 250 489 489 Maximum Bending Stress (lb-ft)1071 724 925 247 1121 1405 182 1658 931 1196 Allowable Bending Stress (lb-ft)2604 990 2684 990 2604 2604 990 2684 2604 2604 Allowable Moment (lb-ft)17862 3529 11775 3529 17862 17862 3529 11775 17862 17862 MOMENT FS 2.43 1.37 2.90 4.01 2.32 1.85 5.45 1.62 2.80 2.18 Allowable Shear Stress (psi)285 198 285 198 285 285 198 285 285 285 Maximum Shear Capacity (lb)7900 3663 6318 3663 7900 7900 3663 6318 7900 7900 SHEAR FS 4.30 3.91 2.33 6.24 2.31 1.84 3.53 1.69 1.99 1.55 Bearing Required 0.70 0.77 1.03 0.48 1.30 1.63 0.85 1.42 1.51 1.94 Elastic Modulus (psi)2,000,000 1,600,000 2,000,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in)0.15 0.13 0.04 0.01 0.08 0.10 0.00 0.06 0.07 0.09 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in)0.53 0.37 0.20 0.20 0.30 0.30 0.08 0.20 0.30 0.30 LIVE LOAD DEFLECTION FS 3.50 2.91 5.48 26.87 3.94 3.07 49.63 3.26 4.45 3.52 Total Load Deflection (in)0.35 0.18 0.05 0.02 0.12 0.15 0.00 0.08 0.09 0.12 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.80 0.55 0.30 0.30 0.45 0.45 0.13 0.30 0.45 0.45 TOTAL LOAD DEFLECTION FS 2.29 3.07 5.65 16.49 3.89 3.10 53.78 3.53 4.76 3.78 Plan:Princeton Date:7/6/2020 Location:SF15B13 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (1) 11 7/8"LVL (2) 9 1/2"LVL (2) 9 1/2"LVL (2) 9 1/2"LVL (2) 9 1/2"LVL (2) 9 1/2" Moment: 5.59 Moment: 6.29 Moment: 5.51 Shear: 10.7 Shear: 10.7 Shear: 1.14 Shear: 6.45 Shear: 1.55 Shear: 1.15 Shear: 1.17 Shear: 1.6 Shear: 1.44 Name RB-9 RB-9 Option C RB-10 RB-11 RB-12 UFB-1 UFB-2 UFB-3 UFB-3 Option C UFB-4 Option A UFB-4 Option B UFB-4 Option C Grade Sawn Sawn Sawn Sawn Sawn Sawn LVL LVL LVL LVL LVL LVL LOADING PARAMETERS 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 Floor Total Load (psf)50 50 50 50 50 50 50 50 50 50 50 50 Roof Live Load (psf)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 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)4 4 4 3.5 3.5 3 4 6 6 6 6 6 Beam Weight (plf)5.55 5.55 5.55 5.55 5.55 5.55 6.03 9.64 9.64 9.64 9.64 9.64 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.25 9.25 9.25 11.88 9.5 9.5 9.5 9.5 9.5 Beam Width/Weight 3 3 3 3 3 3 1.75 3.5 3.5 3.5 3.5 3.5 UNIFORM LOADING Floor Span (ft)0 0 0 0 0 12 12 12 12 17 17 17 Roof Span (ft)4 10 10 4 4 0 0 30 0 5 5 5 Wall Height (ft)10 0 2 4 4 11 0 11 11 0 6 5 Total Uniform Floor Load (plf)0 0 0 0 0 300 300 300 300 425 425 425 Total Uniform Roof Load (plf)110 275 275 110 110 0 0 825 0 137.5 137.5 137.5 Total Uniform Wall Load (plf)200 0 40 80 80 220 0 220 220 0 120 100 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 -------------------------Roof ----------Roof Roof Roof Roof 1 Span/Height (ft)0 0 0 0 0 34 0 0 30 30 30 6 1 Start Point (ft)0 0 0 0 0 1 0 0 4 0 2.5 0 1 End Point (ft)0 0 0 0 0 3 0 0 6 2 4 2 1 Totally Partially Uniform Load (plf)0 0 0 0 0 935 0 0 825 825 825 165 Partially Uniform Load 2 ---------------------------------------------Wall Wall ----- 2 Span/Height (ft)0 0 0 0 0 0 0 0 0 11 5 0 2 Start Point (ft)0 0 0 0 0 0 0 0 0 0 2.5 0 2 End Point (ft)0 0 0 0 0 0 0 0 0 2 4 0 2 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 220 100 0 Partially Uniform Load 3 ---------------------------------------------Wall ---------- 3 Span/Height (ft)0 0 0 0 0 0 0 0 0 5 0 0 3 Start Point (ft)0 0 0 0 0 0 0 0 0 2 0 0 3 End Point (ft)0 0 0 0 0 0 0 0 0 6 0 0 3 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 100 0 0 POINT LOADS Point Load 1 -------------------------Roof ----------Roof Roof Roof Roof 1 Location (ft)0 0 0 0 0 1 0 0 4 2 2.5 2 1 Total Load (lb)0 0 0 0 0 2706 0 0 3365 2706 1038 2784 Point Load 2 --------------------------------------------------Roof ----- 2 Location (ft)0 0 0 0 0 0 0 0 0 0 4 0 2 Total Load (lb)0 0 0 0 0 0 0 0 0 0 1038 0 Point Load 3 ------------------------------------------------------------ 3 Location (ft)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 TAPERED LOADS Tapered Load Starting Point (ft)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 4 0 0 2 Tapered Load at Start (plf)0 0 0 0 0 0 0 0 138 0 0 110 Tapered Load at End (plf)0 0 0 0 0 0 0 0 248 0 0 193 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb)631 561 641 342 342 3216 612 4064 3474 5396 3664 4395 Right Reaction (lb)631 561 641 342 342 2937 612 4064 5488 3234 3952 3054 Max Moment (lb-ft)631 561 641 299 299 2818 612 6096 8268 7422 7191 6674 Max Shear (lb)631 561 641 342 342 3216 612 4064 5488 5396 3952 4395 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 Cf 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 1.00 1.00 Area (in2)27.75 27.75 27.75 27.75 27.75 27.75 20.79 33.25 33.25 33.25 33.25 33.25 Moment of Inertia I (in4)198 198 198 198 198 198 245 250 250 250 250 250 Maximum Bending Stress (lb-ft)177 157 180 84 84 790 178 1389 1884 1692 1639 1521 Allowable Bending Stress (lb-ft)990 990 990 990 990 990 2604 2684 2684 2684 2684 2684 Allowable Moment (lb-ft)3529 3529 3529 3529 3529 3529 8931 11775 11775 11775 11775 11775 MOMENT FS 5.59 6.29 5.51 11.80 11.80 1.25 14.59 1.93 1.42 1.59 1.64 1.76 Allowable Shear Stress (psi)198 198 198 198 198 198 285 285 285 285 285 285 Maximum Shear Capacity (lb)3663 3663 3663 3663 3663 3663 3950 6318 6318 6318 6318 6318 SHEAR FS 5.80 6.53 5.71 10.70 10.70 1.14 6.45 1.55 1.15 1.17 1.60 1.44 Bearing Required 0.52 0.46 0.53 0.28 0.28 2.65 0.47 1.55 2.09 2.06 1.51 1.67 Elastic Modulus (psi)1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in)0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.05 0.06 0.06 0.06 0.06 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in)0.13 0.13 0.13 0.12 0.12 0.10 0.13 0.20 0.20 0.20 0.20 0.20 LIVE LOAD DEFLECTION FS 90.70 36.28 36.28 135.52 135.52 10.40 46.70 4.04 3.13 3.28 3.28 3.52 Total Load Deflection (in)0.01 0.01 0.01 0.00 0.00 0.01 0.00 0.08 0.10 0.09 0.09 0.08 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.20 0.20 0.20 0.18 0.18 0.15 0.20 0.30 0.30 0.30 0.30 0.30 TOTAL LOAD DEFLECTION FS 34.49 38.79 33.95 83.16 83.16 10.45 54.94 3.76 3.02 3.35 3.28 3.65 Plan:Princeton Date:7/6/2020 Location:SF15B13 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (3) 11 7/8"Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 11 7/8"LVL (2) 11 7/8"GLB 5 1/8" x 19.5"LVL (2) 9 1/2"Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 11 7/8"LVL (1) 11 7/8" Moment: 1.4 Shear: 2.67 Shear: 2.71 Moment: 1.05 Moment: 1.58 Moment: 1.34 Shear: 2.77 Moment: 1.82 Moment: 1.82 LL Deflection: L/630 Shear: 9.37 Name UFB-5 UFB-6 UFB-7 UFB-8 UFB-9 UFB-10 UFB-11 UFB-13 UFB-14 MFB-1 MFB-2 Grade LVL Sawn Sawn LVL LVL GLB LVL Sawn Sawn LVL LVL LOADING PARAMETERS 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 Floor Total Load (psf)50 50 50 50 50 50 50 50 50 50 50 Roof Live Load (psf)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 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)13 3 2 12 13.5 21 6 6 6 13 3 Beam Weight (plf)18.09 5.55 5.55 18.09 12.06 24.26 9.64 5.55 5.55 18.09 6.03 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 11.88 11.88 19.5 9.5 9.25 9.25 11.88 11.88 Beam Width/Weight 5.25 3 3 5.25 3.5 5.125 3.5 3 3 5.25 1.75 UNIFORM LOADING Floor Span (ft)29 30 12 14 2 18 30 3 3 28 11 Roof Span (ft)0 0 30 31 10 9 0 4 4 0 0 Wall Height (ft)8 8 11 10 8 8 0 12 12 0 0 Total Uniform Floor Load (plf)725 750 300 350 50 450 750 75 75 700 275 Total Uniform Roof Load (plf)0 0 825 852.5 275 247.5 0 110 110 0 0 Total Uniform Wall Load (plf)160 160 220 200 160 160 0 240 240 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ------------------------------------------------------- 1 Span/Height (ft)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 1 End Point (ft)0 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 0 Partially Uniform Load 2 ------------------------------------------------------- 2 Span/Height (ft)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 2 End Point (ft)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 Partially Uniform Load 3 ------------------------------------------------------- 3 Span/Height (ft)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 3 End Point (ft)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 POINT LOADS Point Load 1 ------------------------------------------------------- 1 Location (ft)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 Point Load 2 ------------------------------------------------------- 2 Location (ft)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 Point Load 3 ------------------------------------------------------- 3 Location (ft)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 TAPERED LOADS Tapered Load Starting Point (ft)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 Tapered Load at Start (plf)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 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb)5870 1373 1351 8524 3355 9259 2279 1292 1292 4668 422 Right Reaction (lb)5870 1373 1351 8524 3355 9259 2279 1292 1292 4668 422 Max Moment (lb-ft)19078 1030 675 25571 11323 48607 3418 1937 1937 15170 316 Max Shear (lb)5870 1373 1351 8524 3355 9259 2279 1292 1292 4668 422 Cv 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 1.10 1.10 1.00 1.00 1.00 1.00 1.10 1.10 1.00 1.00 Area (in2)62.37 27.75 27.75 62.37 41.58 99.94 33.25 27.75 27.75 62.37 20.79 Moment of Inertia I (in4)734 198 198 734 489 3167 250 198 198 734 245 Maximum Bending Stress (lb-ft)1854 289 189 2485 1650 1796 779 543 543 1474 92 Allowable Bending Stress (lb-ft)2604 990 990 2604 2604 2400 2684 990 990 2604 2604 Allowable Moment (lb-ft)26793 3529 3529 26793 17862 64959 11775 3529 3529 26793 8931 MOMENT FS 1.40 3.43 5.23 1.05 1.58 1.34 3.44 1.82 1.82 1.77 28.25 Allowable Shear Stress (psi)285 198 198 285 285 265 285 198 198 285 285 Maximum Shear Capacity (lb)11850 3663 3663 11850 7900 17656 6318 3663 3663 11850 3950 SHEAR FS 2.02 2.67 2.71 1.39 2.35 1.91 2.77 2.84 2.84 2.54 9.37 Bearing Required 1.49 1.13 1.11 2.16 1.28 2.78 0.87 1.06 1.06 1.19 0.32 Elastic Modulus (psi)2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 1,800,000 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 Live Load Deflection (in)0.26 0.00 0.00 0.29 0.19 0.42 0.04 0.01 0.01 0.25 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in)0.43 0.10 0.07 0.40 0.45 0.70 0.20 0.20 0.20 0.43 0.10 LIVE LOAD DEFLECTION FS 1.69 28.66 69.10 1.38 2.43 1.67 5.66 15.36 15.36 1.75 120.76 Total Load Deflection (in)0.40 0.01 0.00 0.46 0.38 0.68 0.04 0.04 0.04 0.32 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.65 0.15 0.10 0.60 0.68 1.05 0.30 0.30 0.30 0.65 0.15 TOTAL LOAD DEFLECTION FS 1.63 28.18 64.47 1.31 1.76 1.54 6.71 7.49 7.49 2.05 141.80 Plan:Princeton Date:7/6/2020 Location:SF15B13 PASS PASS 6x6 POST (5) 2x4 FS: 9.6 FS: 1.05 Front Porch UFB-5/ MFB-1 ---Right COLUMN DIMENSIONS: Total Column Length (ft):9 9 X-Unbraced Length (ft):9 9 Y-Unbraced Length (ft):9 0 MATERIAL SPECS: Material:Doug Fir #2 Doug Fir #2 Depth-x (in):5.5 3.5 Width-y (in):5.5 1.5 # Members 1 5 Area (in2):30.25 26.25 Axial Load:1,876 11,571 MATERIAL PROPERTIES: Fc 700 1,350 E 1,300,000 1,600,000 Emin 470,000 580,000 Lex/dx 19.64 30.86 Ley/dy 19.64 0.00 FACTORS: Cd 1 1 Cf 1.1 1.15 Ke 1 1 Fc*770 1,553 Fce 1,002 501 Cp 0.77 0.30 F'c 596 462 Allowable Load 18,014 12,118 Location: Plan:Princeton Date:7/6/2020 Location:SF15B13 PASS PASS FS: 1.17 FS: 1.35 INPUT Location:UFB-5/ MFB-1 UFB-10 Callout S-36 S-48 Load (lb)11,571 17,759 SPECS Soil Bearing Pressure (psf)1500 1500 Footing Width/Diameter (in)36 48 Footing Length/Diameter (in)36 48 Footing Depth (in)10 12 CALCULATIONS Area Required (ft2)7.71 11.84 Area Provided (ft2)9.00 16.00 SELECTION S-36 S-48 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Way 48" Square by 12" Deep Concrete Footing with (6) #4 Bars Each Way