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STRUCTURAL CALCULATIONS - 21-00526 - 2444 W 880 S - New SFR
6/30/2021 Structural Design (801) 876-3501 Structural Calculations Savannah SF13B14 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 06/30/2021 6/30/2021 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Savannah Location: SF13B14 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): 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 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. 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. Footings 5 Seismic 6 Shear 7 FTW 8 FTW (2) 9 Wind (Left & Right Loading) 10 Wind (Front & Back Loading) 11 Joists 12 Beam Schedule 13 Beams 14 Beams (2) 15 Beams (3) 16 Beams (4) 17 Beams (5) 18 Posts 19 Spot Footings 20 Table of Contents Plan:Savannah Date:6/29/2021 Location:SF13B14 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.16 FS: 1.16 FS: 2.96 FS: 2.96 FS: 1.28 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (k/lft) 0.04 0.06 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft) 40 40 4 4 0 Floor Span (ft) 17 32 4 4 46 Wall Height (ft) 18 18 18 18 18 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.89 2.26 0.57 0.57 1.51 FOOTING SPECS Footing Width (in) 20 24 20 20 18 Footing Width (ft) 1.67 2.00 1.67 1.67 1.50 Footing Height (ft) 0.83 0.83 0.83 0.83 0.83 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) 2.16 2.58 0.85 0.85 1.76 Soil Load (ksf) 1.30 1.29 0.51 0.51 1.18 FOOTING SELECTION F-20 F-24 F-20 F-20 F-18 5 Footings Plan:Savannah Date:6/29/2021 Location:SF13B14 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 49.725 44.85 ---15 8 35,166 12,514 47,680 Floor Live Load (psf): 40 Floor 2 38.61 40 8 10 25,028 29,537 54,565 Floor Dead Load (psf): 10 Floor 1 49.725 45 9 10 11,280 20,807 32,087 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 24.00 47.68 1,144 66% 3.82 3.82 3.82 Floor 2 10.00 54.57 600 34%5.83 2.01 5.83 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 5.83 0.00 3.82 Roof Slope (x/12):6 TOTALS 0.00 102.24 1,745 5,830 --- ---5.83 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa: 1.47 R: 6.5 SS:0.417 SMS:0.611 SDS:0.407 CS:0.063 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.057 SHEAR DISTRIBUTION Base Shear Force lb:5,830 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:3,111 Roof Lateral Force lb:2,718 Diaphragm Loading (plf):30 Diaphragm FS 7.78 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Savannah Date:6/29/2021 Location:SF13B14 seismic wind total left/right front/back SW-1 240 336 2nd Floor 3.8 kips 6.7 5.4 SW-1 350 490 1st Floor 2.0 kips 7.4 6.5 SW-2 450 630 Basement 0.0 kips 4.1 3.6 SW-3 585 819 Location Upper Living Bed #4 Bed #3 Back Wall Left Wall Right Wall Office Garage 3rd car Back Wall 3rd car Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Floor 2 2 2 2 2 2 1 1 1 1 1 Lines up w/ none none none none none none second floorsecond floor none second floor none Width 15.5 12.5 11 39 39 39 15.5 23.5 12 39 12 Depth 38 40 38 39 39 39 38 46 40 43 40 Area (sqft) 294.5 250 209 760.5 760.5 760.5 384.5 540.5 240 838.5 240 Force (lb) 737 625 523 1902 1902 1902 346 486 216 754 216 Adj. Force 744 631 528 1921 1912 1912 344 483 215 750 215 % of floor 19% 17% 14% 50% 50% 50% 17% 24% 11% 37% 11% Flr. Diaphragm 188 159 133 484 482 482 87 122 0 189 0 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 744 1159 0 1921 0 Total Seismic 744 631 528 1921 1912 1912 1111 1676 215 2722 215 Wind (lb) 1042 885 740 2692 3346 3346 1120 1574 699 2442 699 Adj. Force 1053 894 747 2719 3364 3364 1113 1565 695 2428 695 % of total 19% 17% 14% 50% 50% 50% 17% 24% 11% 37% 11% Total Wind 1053 894 747 2719 3364 3364 2166 3206 695 5146 695 Shear Wall 3.7 6.5 4.5 23.5 22 35 5 7.5 Portal 18.25 12 Aspect Ratio 1 1 1 1 1 1 1 0.99 0.98 1 PSW Adj. Co 0.9 0.77 0.79 0.74 0.72 0.99 0.88 1 1 1 Seis Load (plf) 201 97 117 82 87 55 222 223 149 18 Wind Load (plf) 284.5 137.5 166.0 115.7 152.9 96.1 433.2 427.4 282.0 57.9 Shear Wall 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% 50% 100% 100% 100% Wall Length (ft) 15.5 12.5 11 39 39 39 11.5 3.75 Portal 18.25 12 Wall Height (ft) 8 8 8 8 8 8 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 16 0 32 17 0 Roof Span (ft) 40 40 40 40 4 4 8 6 40 40 24 Wall Load (plf) 160 160 160 160 160 160 180 180 180 180 180 Total DL (plf) 276 276 276 276 114 114 192 135 384 339 216 Seis.Uplift (lbs)0 0 0 0 0 0 0 1758 - 0 0 Wind Uplift (lbs)0 0 0 0 0 0 672 3594 - 0 0 STHD10 STHD14 Location Left Wall Garage Garage Right Side Garage Left side Left side Right side Right side Right side Floor 1 1 1 1 1 Lines up w/ second floor none none second floorsecond floor Width 38 8 0 40 0 Depth 50 23.5 0 54 0 Area (sqft) 950 184 0 1080 0 Force (lb) 854 165 0 971 0 Adj. Force 861 167 0 978 0 % of floor 43% 8% 0% 49% 0% Flr. Diaphragm 217 0 0 247 0 Transfered Forces 0 0 0 0 0 Forces from Upper 1912 0 0 1912 1107 Total Seismic 2792 167 0 2913 1107 Wind (lb) 3170 614 0 3604 0 Adj. Force 3193 619 0 3630 0 % of total 43% 8% 0% 49% 0% Total Wind 6557 619 0 6994 1947 Shear Wall 22.58 8 10 37 17 Aspect Ratio 1 1 0.93 1 0.97 PSW Adj. Co 0.84 1 1 1 0.82 Seis Load (plf) 124 21 0 79 65 Wind Load (plf) 290.4 77.3 0.0 189.0 114.6 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 72% 100% Wall Length (ft) 38 8 6 26.75 0 Wall Height (ft) 9 9 9 9 9 Floor Span (ft) 4 0 0 0 0 Roof Span (ft) 4 25 25 4 4 Wall Load (plf) 180 180 340 180 180 Total DL (plf) 138 220.5 316.5 126 126 Seis.Uplift (lbs)0 0 0 0 - Wind Uplift (lbs)0 0 0 16 - Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan:Savannah Date:6/29/2021 Location:SF13B14 LOAD PARAMETERS Seismic Load (lb): 744 Wind Load (lb): 1,053 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9.0 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.88 Wind FS 1.86 ASPECT RATIO Left Aspect Ratio:100%15.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location:Interfloor Seismic:0 Load #1 480 Uniform Seismic:0 Tie-Down:CS16X42 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 2.43 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 5.74 Tie-Down:CS16X42 Stud Size:2x4 Straps:CS16 --- Nails to Connect Tension (lb):428 Bolts:1/2" Bolts @ 32" O.C. Stress (psi): 88 Studs: 2x4 Studs F'T (psi)920 Stud FS:10.48 1 4 4 PASS <----------------------------------------> 186 PASS 186 PASS 62 PASS <- - - - - - - - - - - - f e e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN Dead Load Resistance 2 11.5 2 Upper living 497 lb FORCE TRANSFER WALL All Units lb/ft unless specified 497 lb PASS 6286 62 PASS 86 PASS 62 PASS 8 FTW Plan:Savannah Date:6/29/2021 Location:SF13B14 Farmhouse with option bedroom LOAD PARAMETERS Seismic Load (lb): 744 Wind Load (lb): 1,053 SHEAR WALL SELECTION Shear Wall Callout: SW-3 Seismic Strength (lb/ft): 585 8.0 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 2.21 Wind FS 2.18 ASPECT RATIO Left Aspect Ratio:93%15.56 Right Aspect Ratio: 92% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location:Interfloor Seismic:0 Load #1 460 Uniform Seismic:0 Tie-Down:CS16X42 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 2.02 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 5.76 Tie-Down:CS16X42 Stud Size:2x4 Straps:CS16 --- Nails to Connect Tension (lb):379 Bolts:1/2" Bolts @ 32" O.C. Stress (psi): 78 Studs: 2x4 Studs F'T (psi)920 Stud FS:11.84 FORCE TRANSFER WALL DESIGN PASS PASS 1.56 12.5 1.5<----------------------------------------> narrow narrow Increase pier width Dead Load Resistance Increase pier width 243 <- - - - - - - - - - - - PASS PASS 598 lb 598 lb 3 140 96 155 PASS Upper living FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 1 140 96 155 PASS PASS PASS 4 All Units lb/ft unless specified243 9 FTW (2) Plan:Savannah Date:6/29/2021 Location:SF13B14 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 1.03 L/B main floor 0.90 Roof Height 10.00 Mean roof Height 24.0 Truss Span 40 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 40 Lower roof Slope 6 /12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 24.3 Table 27.6-1 Upper floor, po 24.3 Table 27.6-1 Main floor, ph 24.3 Main floor, po 24.3 Basement floor, ph 24.3 Basement floor, po 23.9 Upper Floor (psf)Relative positioning Net Pressure 14.6 Windward 9.1 Left 7.8 Leeward 5.5 Right 7.8 Main Floor (psf) Net Pressure 14.6 Windward 9.0 Left 7.9 Leeward 5.5 Right 7.9 Basement Floor (psf) Net Pressure 14.4 Windward 8.9 Left 7.9 Leeward 5.5 Right 7.9 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.7 -9.6 0.865 Load Case 2 6.1 -4.6 Lower Roof (psf) Load Case 1 -7.0 -8.8 Load Case 2 5.5 -4.2 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 10.00 39.00 390.0 4167 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 10.0 39 51 12 120.0 1164.9 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 51 454.4 510 4603.8 351 3190.8 Leeward 51 282.0 510 2829.0 351 1931.3 2nd Floor Diaphragm Shear Total Shear (lbs) 6728 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 14170 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 18255 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 18623 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -13.6 -42.87 -43.97 Low roof (per truss) -44.4 -9.01 -12.06 Lateral (lbs)H1 H2.5 Roof (per truss) 2.7 288.06 150.45 Low roof (per truss) 0.5 1502.86 784.93 Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 10 Wind (Left and Right Loading) Plan:Savannah Date:6/29/2021 Location:SF13B14 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 0.98 L/B main floor 1.11 Roof Height 10.00 Mean roof Height 25.0 Truss Span 40 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 40 Lower roof Slope 6 /12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 24.4 Table 27.6-1 Upper floor, po 24.0 Table 27.6-1 Main floor, ph 24.0 Main floor, po 23.9 Basement floor, ph 23.9 Basement floor, po 23.5 Upper Floor (psf)Relative positioning Net Pressure 14.5 Windward 8.9 Left 7.9 Leeward 5.6 Right 7.9 Main Floor (psf) Net Pressure 14.4 Windward 9.1 Left 7.6 Leeward 5.3 Right 7.6 Basement Floor (psf) Net Pressure 14.2 Windward 8.9 Left 7.6 Leeward 5.3 Right 7.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.8 -9.7 0.865 Load Case 2 6.1 -4.6 Lower Roof (psf) Load Case 1 -7.0 -8.8 Load Case 2 5.5 -4.2 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 10.00 40.00 260 2801 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 10.0 40 46 6 60 582.4 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 46 411.6 460 4168.6 360 3220.5 Leeward 46 242.6 460 2434.2 360 2002.6 2nd Floor Diaphragm Shear Total Shear (lbs) 5412 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 11908 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 15536 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 15863 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -10.6 -55.01 -56.42 Low roof (per truss) -44.4 -9.01 -12.06 Lateral (lbs)H1 H2.5 Roof (per truss) 70.0 11.21 5.86 Low roof (per truss) 12.7 62.00 32.38 Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 11 Wind (Front and Back Loading) Plan:Savannah Date:6/29/2021 Location:SF13B14 PASS PASS PASS Moment: 1.27 Moment: 1.33 Moment: 1.08 JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Joist Type:TJI TJI TJI Joist Series: 210 210 210 Joist Depth (ft): 11.88 14 14 Joist Span (ft): 17 18 20 Joist Spacing (in): 19.2 19.2 19.2 LOAD PARAMETERS Floor Dead Load 10 10 10Floor Live Load 40 40 40Total Floor Load 50 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 1 Joist Weight (plf)2.8 3.1 3.1 Joist Loading (plf)83 83 83 Max Reaction (lb)704 748 831 Max Moment (ft-lb)2991 3366 4155 JOIST DETERMINATIONMax Moment 100% (ft-lb)3795 4490 4490Moment FS 1.27 1.33 1.08Max Shear 100% (lb)1655 1945 1945 Shear FS 2.35 2.60 2.34 Bearing Required (in)2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 Live Load Deflection (in)0.42 0.37 0.55 Allowable Live Load Deflection (in)0.57 0.60 0.67 LL Deflection FS 1.34 1.64 1.22 Total Load Deflection Limit 240 240 240 Total Load Deflection (in)0.55 0.48 0.71 Allowable Total Load Deflection (in)0.85 0.90 1.00 TL Deflection FS 1.55 1.89 1.41 1 3/4" Allowable Reaction (lb)1005 1005 1005 3 1/2" Allowable Reaction (lb)1460 1460 1460 SELECTION 11 7/8" TJI 210 @ 19.2" O.C.14" TJI 210 @ 19.2" O.C.14" TJI 210 @ 19.2" O.C. 12 Joists Plan: Savannah Date: 6/29/2021 Location: SF13B14 Beam Page 3 RB-1 Sawn (2) 2X10's DF #2 RB-11 LVL (2) 11 7/8" 2.0E 2600 Fb FB-1 GLB 6 3/4" x 19.5" 24F-V4 RB-2 Sawn (2) 2X10's DF #2 RB-12 LVL (2) 11 7/8" 2.0E 2600 Fb FB-2 Sawn (3) 2X8's DF #2 RB-3 Sawn (2) 2X10's DF #2 RB-13 Sawn (2) 2X10's DF #2 FB-3 LVL (2) 7 1/4" 2.0E 2600 Fb RB-4 Sawn (2) 2X10's DF #2 RB-14 Sawn (2) 2X10's DF #2 FB-4 Sawn (2) 2X8's DF #2 RB-5 Sawn (2) 2X10's DF #2 RB-15 Sawn (2) 2X10's DF #2 FB-5 Sawn (2) 2X8's DF #2 RB-6 LVL (2) 9 1/2" 2.0E 2600 Fb RB-16 Sawn (2) 2X10's DF #2 FB-6 Sawn (2) 2X8's DF #2 RB-7 Sawn (2) 2X10's DF #2 RB-17 Sawn (2) 2X10's DF #2 FB-7 Sawn (2) 2X8's DF #2 RB-8 LVL (2) 9 1/2" 2.0E 2600 Fb RB-18 FarmSawn (2) 2X10's DF #2 FB-8 LVL (3) 11 7/8" 2.0E 2600 Fb RB-9 Sawn (2) 2X10's DF #2 RB-18 CraftSawn (2) 2X10's DF #2 FB-9 LVL (2) 7 1/4" 2.0E 2600 Fb RB-10 Sawn (2) 2X8's DF #2 RB-19 Sawn (2) 2X10's DF #2 FB-10 LVL (2) 7 1/4" 2.0E 2600 Fb MFB-1 Sawn (2) 2X8's DF #2 FB-11 Sawn (2) 2X8's DF #2 MFB-2 LVL (1) 11 7/8" 2.0E 2600 Fb FB-12 Sawn (2) 2X8's DF #2 MFB-3 Sawn (2) 2X8's DF #2 FB-13 Sawn (2) 2X8's DF #2 MFB-4 Sawn (2) 2X8's DF #2 FB-14 Sawn (2) 2X8's DF #2 MFB-5 LVL (2) 11 7/8" 2.0E 2600 Fb FB-15 Sawn (2) 2X8's DF #2 FB-16 Sawn (3) 2X8's DF #2 FB-17 LVL (1) 11 7/8" 2.0E 2600 Fb FB-18 LVL (2) 14" 2.0E 2600 Fb FB-19 Sawn (2) 2X8's DF #2 FB-20 Sawn (2) 2X8's DF #2 Beam Page 1 Beam Page 2 Beam Page 4 Beam Page 5 13 Schedule Plan:Savannah Date:6/29/2021 Location:SF13B14 option option option option 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 LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X8's Shear: 15.07 Shear: 10.16 Shear: 5.63 Shear: 8.74 Shear: 14.21 Shear: 1.9 Shear: 1.51 Shear: 2.28 Shear: 11.31 Shear: 6.34 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 Grade Sawn Sawn Sawn Sawn Sawn LVL Sawn LVL Sawn Sawn 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)2.67 2.67 4 2.67 2.67 6 4 5 2.5 3 Beam Weight (plf) 5.55 5.55 5.55 5.55 5.55 9.64 5.55 9.64 5.55 4.35 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.25 9.25 9.5 9.25 9.5 9.25 7.25 Beam Width/Weight 3 3 3 3 3 3.5 3 3.5 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 4 4 4 4 40 40 40 4 4 Wall Height (ft) 2.5 6.5 9 8.5 3 0 0 0 6 8 Total Uniform Floor Load (plf) 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 Total Uniform Roof Load (plf) 110 110 110 110 110 1100 1100 1100 110 110 Total Live Roof Load (plf) 80 80 80 80 80 800 800 800 80 80 Total Uniform Wall Load (plf) 50 130 180 170 60 0 0 0 120 160 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) 221 328 591 381 234 3329 2211 2774 294 412 Right Reaction (lb) 221 328 591 381 234 3329 2211 2774 294 412 Max Moment (lb-ft) 147 219 591 254 156 4993 2211 3468 184 309 Max Shear (lb) 221 328 591 381 234 3329 2211 2774 294 412 Cv 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 1.00 1.10 1.00 1.10 1.20 Area (in2)27.75 27.75 27.75 27.75 27.75 33.25 27.75 33.25 27.75 21.75 Moment of Inertia I (in4)198 198 198 198 198 250 198 250 198 95 Maximum Bending Stress (lb-ft) 41 61 166 71 44 1138 620 790 52 141 Allowable Bending Stress (lb-ft) 990 990 990 990 990 2684 990 2684 990 1080 Allowable Moment (lb-ft) 3529 3529 3529 3529 3529 11775 3529 11775 3529 2365 MOMENT FS 23.94 16.14 5.97 13.88 22.58 2.36 1.60 3.40 19.21 7.66 Allowable Shear Stress (psi) 180 180 180 180 180 285 180 285 180 180 Maximum Shear Capacity (lb) 3330 3330 3330 3330 3330 6318 3330 6318 3330 2610 SHEAR FS 15.07 10.16 5.63 8.74 14.21 1.90 1.51 2.28 11.31 6.34 Bearing Required 0.18 0.27 0.49 0.31 0.19 1.27 1.82 1.06 0.24 0.34 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 1,600,000 1,600,000 Live Load Deflection (in) 0.00 0.00 0.00 0.00 0.00 0.05 0.01 0.02 0.00 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.09 0.09 0.13 0.09 0.09 0.20 0.13 0.17 0.08 0.10 LIVE LOAD DEFLECTION FS 305.21 305.21 90.70 305.21 305.21 4.25 9.07 7.34 372.21 103.51 Total Load Deflection (in) 0.00 0.00 0.01 0.00 0.00 0.07 0.02 0.03 0.00 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.13 0.13 0.20 0.13 0.13 0.30 0.20 0.25 0.13 0.15 TOTAL LOAD DEFLECTION FS 221.23 149.15 36.82 128.26 208.63 4.59 9.84 7.93 189.62 45.28 SELECTION Sawn Sawn Sawn Sawn Sawn LVL Sawn LVL Sawn Sawn (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 2X8's 14 Beams Plan:Savannah Date:6/29/2021 Location:SF13B14 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" 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 Sawn (2) 2X10's Shear: 1.45 TL Deflection: L/693 Moment: 5.24 Moment: 5.24 Moment: 5.01 Moment: 1.25 Shear: 2.41 Shear: 2.41 Moment: 5.78 Shear: 2.41 Name RB-11 RB-12 RB-13 RB-14 RB-15 RB-16 RB-17 RB-18 Farm RB-18 Craft RB-19 Grade LVL LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn LOADING PARAMETERS POST 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)9 16 5 5 5 10 2.5 2.5 5 2.5 Beam Weight (plf) 12.06 12.06 5.55 5.55 5.55 5.55 5.55 5.55 5.55 5.55 BEAM SIZING Beam Depth (in)11.88 11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 Beam Width/Weight 3.5 3.5 3 3 3 3 3 3 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 42 4 4 4 8 8 40 40 4 40 Wall Height (ft) 2 3 5 5 0 0 0 0 4 0 Total Uniform Floor Load (plf) 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 Total Uniform Roof Load (plf) 1155 110 110 110 220 220 1100 1100 110 1100 Total Live Roof Load (plf) 840 80 80 80 160 160 800 800 80 800 Total Uniform Wall Load (plf) 40 60 100 100 0 0 0 0 80 0 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) 5432 1456 539 539 564 1128 1382 1382 489 1382 Right Reaction (lb) 5432 1456 539 539 564 1128 1382 1382 489 1382 Max Moment (lb-ft) 12221 5826 674 674 705 2819 862 862 611 862 Max Shear (lb) 5432 1456 539 539 564 1128 1382 1382 489 1382 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 Area (in2)41.58 41.58 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 Moment of Inertia I (in4)489 489 198 198 198 198 198 198 198 198 Maximum Bending Stress (lb-ft) 1781 849 189 189 198 791 242 242 171 242 Allowable Bending Stress (lb-ft) 2604 2604 990 990 990 990 990 990 990 990 Allowable Moment (lb-ft) 17862 17862 3529 3529 3529 3529 3529 3529 3529 3529 MOMENT FS 1.46 3.07 5.24 5.24 5.01 1.25 4.09 4.09 5.78 4.09 Allowable Shear Stress (psi) 285 285 180 180 180 180 180 180 180 180 Maximum Shear Capacity (lb) 7900 7900 3330 3330 3330 3330 3330 3330 3330 3330 SHEAR FS 1.45 5.42 6.18 6.18 5.91 2.95 2.41 2.41 6.81 2.41 Bearing Required 2.07 0.55 0.44 0.44 0.46 0.93 1.14 1.14 0.40 1.14 Elastic Modulus (psi) 2,000,000 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 Live Load Deflection (in) 0.13 0.12 0.00 0.00 0.01 0.11 0.00 0.00 0.00 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.30 0.53 0.17 0.17 0.17 0.33 0.08 0.08 0.17 0.08 LIVE LOAD DEFLECTION FS 2.34 4.38 46.44 46.44 23.22 2.90 37.22 37.22 46.44 37.22 Total Load Deflection (in) 0.18 0.28 0.01 0.01 0.01 0.16 0.00 0.00 0.01 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.45 0.80 0.25 0.25 0.25 0.50 0.13 0.13 0.25 0.13 TOTAL LOAD DEFLECTION FS 2.45 2.89 25.85 25.85 24.71 3.09 40.40 40.40 28.50 40.40 SELECTION LVL LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn (2) 11 7/8" (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 (2) 2X10's 15 Beams (2) Plan:SavannahDate:6/29/2021 Location:SF13B14 optionPASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 7 1/4" Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (3) 2X8's LVL (1) 11 7/8" LVL (2) 14" Sawn (2) 2X8's Sawn (2) 2X8'sShear: 1.1 Shear: 3.75 Shear: 3 Shear: 3 Shear: 3 Shear: 3 Moment: 1.29 Shear: 5.11 Moment: 3.32 Moment: 1.5 Moment: 3.03 Name FB-10 FB-11 FB-12 FB-13 FB-14 FB-15 FB-16 FB-17 FB-18 FB-19 FB-20GradeLVL Sawn Sawn Sawn Sawn Sawn Sawn LVL LVL Sawn Sawn 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)5.5 3 3 3 3 3 5 7.5 12.75 5 3 Beam Weight (plf) 7.36 4.35 4.35 4.35 4.35 4.35 6.53 6.03 14.21 4.35 4.35 BEAM SIZING Beam Depth (in)7.25 7.25 7.25 7.25 7.25 7.25 7.25 11.88 14 7.25 7.25 Beam Width/Weight 3.5 3 3 3 3 3 4.5 1.75 3.5 3 3 UNIFORM LOADING Floor Span (ft) 17 2 23 23 23 23 38 8 3 20 0 Roof Span (ft) 0 4 0 0 0 0 0 0 4 0 0 Wall Height (ft) 10 15 0 0 0 0 0 0 8 0 0 Total Uniform Floor Load (plf) 425 50 575 575 575 575 950 200 75 500 0 Total Live Floor Load (plf) 340 40 460 460 460 460 760 160 60 400 0 Total Uniform Roof Load (plf) 0 110 0 0 0 0 0 0 110 0 0 Total Live Roof Load (plf) 0 80 0 0 0 0 0 0 80 0 0 Total Uniform Wall Load (plf) 200 300 0 0 0 0 0 0 160 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Roof ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 40 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 5 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 5.5 0 0 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 1100 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 2 Total Live 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 3 Total Live Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 Roof ----- ----- ----- ----- ----- ----- ----- ----- ----- Roof 1 Location (ft) 5.5 0 0 0 0 0 0 0 0 0 1 1 Total Load (lb) 2774 0 0 0 0 0 0 0 0 0 1261 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 1.15 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 1764 697 869 869 869 869 2391 773 2290 1261 847 Right Reaction (lb) 5038 697 869 869 869 869 2391 773 2290 1261 427 Max Moment (lb-ft) 2460 522 652 652 652 652 2989 1448 7299 1576 782 Max Shear (lb) 5038 697 869 869 869 869 2391 773 2290 1261 847 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 1.20 1.20 1.20 1.20 1.20 1.30 1.00 1.00 1.20 1.20 Area (in2)25.38 21.75 21.75 21.75 21.75 21.75 32.63 20.79 49.00 21.75 21.75 Moment of Inertia I (in4)111 95 95 95 95 95 143 245 800 95 95 Maximum Bending Stress (lb-ft) 963 239 298 298 298 298 910 422 766 720 357 Allowable Bending Stress (lb-ft) 3202 1080 1080 1080 1080 1080 1170 2604 2546 1080 1080 Allowable Moment (lb-ft) 8182 2365 2365 2365 2365 2365 3844 8931 24258 2365 2365 MOMENT FS 3.33 4.53 3.63 3.63 3.63 3.63 1.29 6.17 3.32 1.50 3.03 Allowable Shear Stress (psi) 328 180 180 180 180 180 180 285 285 180 180 Maximum Shear Capacity (lb) 5544 2610 2610 2610 2610 2610 3915 3950 9310 2610 2610 SHEAR FS 1.10 3.75 3.00 3.00 3.00 3.00 1.64 5.11 4.07 2.07 3.08 Bearing Required 1.92 0.57 0.72 0.72 0.72 0.72 1.31 0.59 0.87 1.04 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 2,000,000 2,000,000 1,600,000 1,600,000Live Load Deflection (in) 0.03 0.00 0.01 0.01 0.01 0.01 0.05 0.02 0.05 0.04 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.18 0.10 0.10 0.10 0.10 0.10 0.17 0.25 0.43 0.17 0.10 LIVE LOAD DEFLECTION FS 5.51 69.01 18.00 18.00 18.00 18.00 3.53 10.63 8.09 4.47 19.70 Total Load Deflection (in) 0.06 0.01 0.01 0.01 0.01 0.01 0.06 0.03 0.13 0.05 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.28 0.15 0.15 0.15 0.15 0.15 0.25 0.38 0.64 0.25 0.15 TOTAL LOAD DEFLECTION FS 4.50 26.75 21.44 21.44 21.44 21.44 4.21 12.38 4.73 5.32 21.33 SELECTION LVL Sawn Sawn Sawn Sawn Sawn Sawn LVL LVL Sawn Sawn (2) 7 1/4" (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (3) 2X8's (1) 11 7/8" (2) 14" (2) 2X8's (2) 2X8's 16 Beams (4) Plan:Savannah Date:6/29/2021 Location:SF13B14 PASS PASS PASS PASS PASS Sawn (2) 2X8's LVL (1) 11 7/8" Sawn (2) 2X8's Sawn (2) 2X8's LVL (2) 11 7/8" Moment: 1.5 Shear: 6.75 Moment: 1.2 Shear: 1.46 Shear: 2.75 Name MFB-1 MFB-2 MFB-3 MFB-4 MFB-5 Grade Sawn LVL Sawn Sawn LVL LOADING PARAMETERS PASS PASS 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 7.5 5 3.5 5.75 Beam Weight (plf) 4.35 6.03 4.35 4.35 12.06 BEAM SIZING Beam Depth (in)7.25 11.88 7.25 7.25 11.88 Beam Width/Weight 3 1.75 3 3 3.5 UNIFORM LOADING Floor Span (ft) 20 6 25 23 0 Roof Span (ft) 0 0 0 0 0 Wall Height (ft) 0 0 0 0 8 Total Uniform Floor Load (plf) 500 150 625 575 0 Total Live Floor Load (plf) 400 120 500 460 0 Total Uniform Roof Load (plf) 0 0 0 0 0 Total Live Roof Load (plf) 0 0 0 0 0 Total Uniform Wall Load (plf) 0 0 0 0 160 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- Wall ----- 1 Span/Height (ft) 0 0 0 9 0 1 Start Point (ft) 0 0 0 2.5 0 1 End Point (ft) 0 0 0 3.5 0 1 Totally Partially Uniform Load (plf) 0 0 0 180 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 ----- ----- ----- Floor Roof 1 Location (ft) 0 0 0 2.5 2 1 Total Load (lb) 0 0 0 869 1261 Point Load 2 ----- ----- ----- ----- Roof 2 Location (ft) 0 0 0 0 2 2 Total Load (lb) 0 0 0 0 2391 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) 1261 585 1573 1288 2877 Right Reaction (lb) 1261 585 1573 1789 1765 Max Moment (lb-ft) 1576 1097 1967 1431 5226 Max Shear (lb) 1261 585 1573 1789 2877 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.20 1.00 1.20 1.20 1.00 Area (in2)21.75 20.79 21.75 21.75 41.58 Moment of Inertia I (in4)95 245 95 95 489 Maximum Bending Stress (lb-ft) 720 320 898 654 762 Allowable Bending Stress (lb-ft) 1080 2604 1080 1080 2604 Allowable Moment (lb-ft) 2365 8931 2365 2365 17862 MOMENT FS 1.50 8.14 1.20 1.65 3.42 Allowable Shear Stress (psi) 180 285 180 180 285 Maximum Shear Capacity (lb) 2610 3950 2610 2610 7900 SHEAR FS 2.07 6.75 1.66 1.46 2.75 Bearing Required 1.04 0.45 1.29 1.47 1.10 Elastic Modulus (psi) 1,600,000 2,000,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.04 0.02 0.05 0.02 0.02 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.25 0.17 0.12 0.19 LIVE LOAD DEFLECTION FS 4.47 14.17 3.58 7.41 11.57 Total Load Deflection (in) 0.05 0.02 0.06 0.02 0.03 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.38 0.25 0.18 0.29 TOTAL LOAD DEFLECTION FS 5.32 16.35 4.26 8.52 10.60 SELECTION Sawn LVL Sawn Sawn LVL (2) 2X8's (1) 11 7/8" (2) 2X8's (2) 2X8's (2) 11 7/8" 17 Beams (5) Plan:Savannah Date:6/29/2021 Location:SF13B14 PASS PASS (6) 2x4 (2) 2x4 FS: 1.15 FS: 1.31 Girder support Deck in 2X4 garage wall COLUMN DIMENSIONS: Total Column Length (ft): 9 9 X-Unbraced Length (ft):9 9 Y-Unbraced Length (ft):0 9 MATERIAL SPECS: Material:Doug Fir #2 Doug Fir #2 Depth-x (in): 3.5 3.5 Width-y (in): 1.5 1.5 # Members 6 2 Area (in2):31.50 10.50 Axial Load:12,789 1,692 MATERIAL PROPERTIES: Fc 1,350 1,350 E 1,600,000 1,600,000 Emin 580,000 580,000 Lex/dx 30.86 30.86 Ley/dy 0.00 36.00 FACTORS: Cd 1.15 1.15 Cf 1.15 1.15 Ke 1 1 Fc*1,785 1,785 Fce 501 368 Cp 0.26 0.12 F'c 468 210 Allowable Load 14,727 2,210 Location: 18 Posts Plan:Savannah Date:6/29/2021 Location:SF13B14 PASS FS: 1.8 INPUT Location:Spot for Girder Callout S-60 Load (lb)20,861 SPECS Soil Bearing Pressure (psf)1500 Footing Width/Diameter (in)60 Footing Length/Diameter (in)60 Footing Depth (in)12 CALCULATIONS Area Required (ft2)13.91 Area Provided (ft2)25.00 SELECTION S-60 60" Square by 12" Deep Concrete Footing with (7) #4 Bars Each Way 19 Spot Footings