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HomeMy WebLinkAboutENGINEERING - 18-00435 - 310 Baldwin Dr - New SFR 8/6/2018 Structural Design (801) 876-3501 Structural Calculations Franklin FS7B8 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 8-2018 8/6/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Franklin Location: FS7B8 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2012 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 = 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 2012 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:Franklin Date:8/6/2018 Location:FS7B8 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.06 FS: 1.21 FS: 2.82 FS: 2.82 FS: 1.11 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (k/lft) 0.06 0.06 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft) 41 41 4 4 0 Floor Span (ft) 40 26 4 4 48 Wall Height (ft) 19 19 20 20 20 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.51 2.16 0.61 0.61 1.60 FOOTING SPECS Footing Width (in) 24 24 20 20 16 Footing Width (ft) 2.00 2.00 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) 2.82 2.47 0.89 0.89 1.80 Soil Load (ksf) 1.41 1.24 0.53 0.53 1.35 FOOTING SELECTION F-24 F-24 F-20 F-20 F-16 Plan: Franklin Date: 8/6/2018 Location: FS7B8 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 50.235 44.325 ---15 8 35,682 12,608 48,290 Floor Live Load (psf): 40 Floor 2 38.415 40 8 10 24,649 29,629 54,278 Floor Dead Load (psf): 10 Floor 1 50.235 44 9 10 11,180 20,803 31,983 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 23.88 48.29 1,153 66% 7.35 7.35 7.35 Floor 2 10.00 54.28 597 34%11.15 3.80 11.15 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 11.15 0.00 7.35 Roof Slope (x/12):6 TOTALS 0.01 102.57 1,750 11,151 --- --- 11.15 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.06 R: 6.5 SS:1.100 SMS:1.166 SDS:0.777 CS:0.119 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.109 SHEAR DISTRIBUTION Base Shear Force lb:11,151 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:5,901 Roof Lateral Force lb:5,250 Diaphragm Loading (plf): 58 Diaphragm FS 3.94 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION Plan:Franklin Date:8/6/2018 Location:FS7B8 seismic wind total left/right front/back SW-1 240 336 2nd Floor 7.3 kips 7.6 8.1 SW-1 350 490 1st Floor 3.8 kips 8.1 7.1 SW-2 450 630 Basement 0.0 kips 4.7 4.1 SW-3 585 819 Optional Optional Location Flex/Bed Bed #4 Bed #3 Back Wall Left Wall Right Wall Flex Garage 3rd Car 3rd Car Back Wall 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 floor second floor none none second floor Width 16.5 12 10.5 39 41 41 16.5 22.5 12 12 39 Depth 39 41 39 41 39 39 51 45 41 41 41 Area (sqft) 321.75 246 204.75 799.5 799.5 799.5 420.75 506.25 246 246 799.5 Force (lb) 1524 1165 970 3786 3786 3786 719 865 420 420 1366 Adj. Force 1504 1150 957 3736 3673 3673 722 868 422 422 1371 % of floor 20% 16% 13% 51% 50% 50% 19% 23% 11% 11% 36% Flr. Diaphragm 377 288 240 936 920 920 181 218 106 106 344 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 1504 2366 0 0 3673 Total Seismic 1504 1150 957 3736 3673 3673 2225 3234 422 422 5044 Wind (lb) 1672 1278 1064 4154 3940 3940 1337 1609 782 782 2541 Adj. Force 1650 1261 1050 4099 3823 3823 1342 1615 785 785 2551 % of total 20% 16% 13% 51% 50% 50% 19% 23% 11% 11% 36% Total Wind 1650 1261 1050 4099 3823 3823 2992 4211 785 785 6581 Shear Wall 6.5 6 4 20 12 22.5 7 7 Portal 12 17.5 Aspect Ratio 1 1 1 1 0.93 1 1 1 1 1 PSW Adj. C o 1 1 1 0.77 1 0.63 1 1 1 1 Seis Load (plf) 231 192 239 187 306 163 318 462 35 288 Wind Load (plf) 253.8 210.2 262.5 205.0 318.6 169.9 427.4 601.6 65.4 376.1 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-3 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% 44% Wall Length (ft) 11.5 12 10.5 39 23 41 16.5 3.5 12 12 10 Wall Height (ft) 8 8 8 8 8 8 9 7 9 9 9 Floor Span (ft) 0 0 0 0 0 0 26 0 26 40 20 Roof Span (ft) 4 4 41 41 4 4 41 8 41 41 41 Wall Load (plf) 160 160 160 160 160 160 180 140 180 180 340 Total DL (plf) 114 114 280.5 280.5 114 114 370.5 120 370.5 412.5 448.5 Seis.Uplift (lbs)391 82 0 0 0 0 0 3024 - 0 0 Wind Uplift (lbs)492 157 0 0 19 0 0 4001 - 0 371 STHD14 STHD14 STHD10 Location Let Wall Right Wall Left side Right side Floor 1 1 Lines up w/ second floor second floor Width 50 50 Depth 45 45 Area (sqft) 1125 1125 Force (lb) 1922 1922 Adj. Force 1902 1902 % of floor 50% 50% Flr. Diaphragm 477 477 Transfered Forces 0 0 Forces from Upper 3673 3673 Total Seismic 5575 5575 Wind (lb) 4071 4071 Adj. Force 4029 4029 % of total 50% 50% Total Wind 7852 7852 Shear Wall 15 34 Aspect Ratio 1 1 PSW Adj. C o 1 1 Seis Load (plf) 372 164 Wind Load (plf) 523.4 230.9 Shear Wall SW-2 SW-1 Uplift % Force on pier 100% 100% Wall Length (ft) 18 45 Wall Height (ft) 9 9 Floor Span (ft) 4 4 Roof Span (ft) 4 4 Wall Load (plf) 340 180 Total DL (plf) 234 138 Seis.Uplift (lbs)682 0 Wind Uplift (lbs)1820 0 STHD10 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) Plan:Franklin Date:8/6/2018 Location:FS7B8 LOAD PARAMETERS Seismic Load (lb): 1,504 Wind Load (lb): 1,650 SHEAR WALL SELECTION Shear Wall Callout: SW-2 Seismic Strength (lb/ft): 450 8 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 1.29 Wind FS 1.65 ASPECT RATIO Left Aspect Ratio: 100%11.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 494 Load #1 160 Uniform Seismic: 494 Tie-Down: CS16 Wind: 596 Load #2 0 0 Wind: 596 Tie-Down Seismic FS 3.45 Load #3 0 0 Tie-Down Wind FS 2.86 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails ** Lapped sheathing adequate for uplift force Strap FS 1.49 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-2 --- 3" Edge Nailing and 12" Field Nailing Bolt FS 2.72 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 803 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 165 Studs: 2x4 Studs F'T (psi)920 Stud FS:5.58 2 5 1<- - - - - - - - - - - - fe e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN Dead Load Resistance 2.5 6 3 Flex Bed 1046 lb FORCE TRANSFER WALL All Units lb/ft unless specified 1046 lb PASS 75 PASS <----------------------------------------> 145 PASS 349 PASS 75 PASS 273 PASS 273 PASS 145 PASS 349 Plan:Franklin Date:8/6/2018 Location:FS7B8 LOAD PARAMETERS Seismic Load (lb): 1,150 Wind Load (lb): 1,261 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 8 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.37 Wind FS 1.75 ASPECT RATIO Left Aspect Ratio: 100%12 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 190 Load #1 160 Uniform Seismic: 190 Tie-Down: CS16 Wind: 265 Load #2 0 0 Wind: 265 Tie-Down Seismic FS 8.95 Load #3 0 0 Tie-Down Wind FS 6.44 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails ** Lapped sheathing adequate for uplift force Strap FS 2.03 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 3.71 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 589 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 121 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.62 Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 3 6 3 <----------------------------------------> 192 <- - - - - - - - - - - - PASS PASS 766 lb 766 lb 1 64 255 64 PASS Bed #4 and Bed #3 FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 64 255 64 PASS PASS PASS 5 All Units lb/ft unless specified192 Plan:Franklin Date:8/6/2018 Location:FS7B8 LOAD PARAMETERS Seismic Load (lb): 2,225 Wind Load (lb): 2,992 SHEAR WALL SELECTION Shear Wall Callout: SW-2 Seismic Strength (lb/ft): 450 9 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 1.10 Wind FS 1.15 ASPECT RATIO Left Aspect Ratio: 100%12.25 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 973 Load #1 180 Uniform Seismic: 973 Tie-Down: CS16 Wind: 1537 Load #2 0 0 Wind: 1537 Tie-Down Seismic FS 1.75 Load #3 0 0 Tie-Down Wind FS 1.11 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails ** Lapped sheathing adequate for uplift force Strap FS 1.03 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-2 --- 3" Edge Nailing and 12" Field Nailing Bolt FS 1.60 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,539 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 316 Studs: 2x4 Studs F'T (psi)920 Stud FS:2.91 Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.5 6 3.75 <----------------------------------------> 356 <- - - - - - - - - - - - PASS PASS 1226 lb 1226 lb 2 134 409 -29 PASS Flex, Main floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 134 409 -29 PASS PASS PASS 5 All Units lb/ft unless specified356 Plan:Franklin Date:8/6/2018 Location:FS7B8 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 1.05 L/B main floor 0.88 Roof Height 9.75 Mean roof Height 23.9 Truss Span 39 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 24 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 28.0 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 10.5 Left 9.0 Leeward 6.3 Right 9.0 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) 9.75 39.00 380.3 4690 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 6.0 39 51 12 72.0 807.8 (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 51 525.2 510 5321.2 351 3702.0 Leeward 51 325.9 510 3269.8 351 2207.7 2nd Floor Diaphragm Shear Total Shear (lbs) 7645 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 15703 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 20424 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 20850 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 38.9 15.04 15.43 Low roof (per truss) 2.9 138.89 185.76 Lateral (lbs)H1 H2.5 Roof (per truss) 3.0 259.64 135.61 Low roof (per truss) 0.4 2163.71 1130.09 Exposure Adj. Factor Factors of Safety Plan:Franklin Date:8/6/2018 Location:FS7B8 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 0.95 L/B main floor 1.13 Roof Height 9.75 Mean roof Height 24.9 Truss Span 39 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 24 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 28.2 Table 27.6-1 Upper floor, po 27.6 Table 27.6-1 Main floor, ph 27.6 Main floor, po 27.5 Basement floor, ph 27.5 Basement floor, po 27.1 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 8.7 Leeward 6.1 Right 8.7 Basement Floor (psf) Net Pressure 16.4 Windward 10.4 Left 8.7 Leeward 6.0 Right 8.7 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -9.0 -11.2 Load Case 2 7.1 -5.4 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) 9.75 41.00 399.75 4972 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 6.0 41 45 4 24 269.3 (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 45 465.8 450 4717.2 369 3804.7 Leeward 45 271.3 450 2722.6 369 2372.5 2nd Floor Diaphragm Shear Total Shear (lbs) 8060 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 15138 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 19227 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 19595 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 42.3 13.84 14.19 Low roof (per truss) 2.9 138.89 185.76 Lateral (lbs)H1 H2.5 Roof (per truss) 121.3 6.47 3.38 Low roof (per truss) 6.0 131.18 68.52 Exposure Adj. Factor Factors of Safety Plan: Franklin Date: 8/6/2018 Option Location: FS7B8 Basement PASS PASS Moment: 1.17 Moment: 1.63 JOIST SPECIFICATION Truss Joists Truss Joists Joist Type:TJI TJI Joist Series:210 210 Joist Depth (ft): 14 16 Joist Span (ft): 21 19 Joist Spacing (in): 16 16 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) 3.1 3.3 Joist Loading (plf) 70 70 Max Reaction (lb) 733 665 Max Moment (ft-lb) 3846 3157 JOIST DETERMINATION Max Moment 100% (ft-lb) 4490 5140 Moment FS 1.17 1.63 Max Shear 100% (lb) 1945 2190 Shear FS 2.66 3.29 Bearing Required (in) 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.55 0.28 Allowable Live Load Deflection (in) 0.70 0.63 LL Deflection FS 1.27 2.26 Total Load Deflection Limit 240 240 Total Load Deflection (in) 0.72 0.37 Allowable Total Load Deflection (in) 1.05 0.95 TL Deflection FS 1.46 2.58 1 3/4" Allowable Reaction (lb) 1005 1005 3 1/2" Allowable Reaction (lb) 1460 1460 SELECTION 14" TJI 210 @ 16" O.C.16" TJI 210 @ 16" O.C. Plan: Franklin Date: 43318 Note: additonal beam calculations might be shown for options not used Location: FS7B8 Beam Page 3 RB-1 LVL (2) 11 7/8" 2.0E 2600 Fb RB-12 Sawn (2) 2X10's DF #2 FB-1 GLB 6 3/4" x 18" 24F-V4 RB-2 Sawn (2) 2X10's DF #2 RB-13 Sawn (2) 2X10's DF #2 FB-2 Sawn (2) 2X10's DF #2 RB-3 Sawn (2) 2X10's DF #2 RB-14 Sawn (2) 2X10's DF #2 FB-3 LVL (2) 9 1/2" 2.0E 2600 Fb RB-4 LVL (2) 9 1/2" 2.0E 2600 Fb RB-15 LVL (2) 9 1/2" 2.0E 2600 Fb FB-3 Sawn (2) 2X10's DF #2 RB-5 Sawn (2) 2X10's DF #2 RB-16 LVL (2) 9 1/2" 2.0E 2600 Fb FB-4 LVL (2) 11 7/8" 2.0E 2600 Fb RB-6 Sawn (2) 2X10's DF #2 FB-5 LVL (2) 9 1/2" 2.0E 2600 Fb RB-7 LVL (2) 11 7/8" 2.0E 2600 Fb FB-6 Sawn (2) 2X10's DF #2 RB-8 LVL (2) 9 1/2" 2.0E 2600 Fb FB-7 Sawn (2) 2X10's DF #2 RB-9 Sawn (2) 2X10's DF #2 FB-8 LVL (2) 9 1/2" 2.0E 2600 Fb RB-10 Sawn (2) 2X10's DF #2 FB-9 Sawn (2) 2X10's DF #2 RB-11 Sawn (2) 2X10's DF #2 FB-10 Sawn (2) 2X10's DF #2 MFB-1 Sawn (2) 2X8's DF #2 FB-11 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-2 LVL (1) 11 7/8" 2.0E 2600 Fb FB-12 LVL (1) 14" 2.0E 2600 Fb MFB-3 LVL (2) 9 1/2" 2.0E 2600 Fb FB-13 LVL (1) 14" 2.0E 2600 Fb MFB-4 Sawn (2) 2X10's DF #2 FB-14 Sawn (2) 2X10's DF #2 MFB-5 LVL (2) 11 7/8" 2.0E 2600 Fb FB-15 LVL (3) 14" 2.0E 2600 Fb FB-16 Sawn (2) 2X10's DF #2 FB-17 Sawn (2) 2X10's DF #2 Beam Page 1 Beam Page 2 Beam Page 4 Beam Page 5 Plan:Franklin Date:8/6/2018 Location:FS7B8 W/ 3rd Car Option W/ Wrap Around Porch W/ Bump out/Bay W/ Bay option PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 11 7/8" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's TL Deflection: L/463 Moment: 1.25 Shear: 1.96 Shear: 1.85 Moment: 3.64 Shear: 7.72 Shear: 1.47 LL Deflection: L/955 Shear: 1.47 Moment: 4.6 Shear: 28.82 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 RB-11 Grade LVL Sawn Sawn LVL Sawn Sawn LVL LVL Sawn 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)16 10 3 6 6 4 9 12 4 6 2 Beam Weight (plf) 12.06 5.55 5.55 9.64 5.55 5.55 12.06 9.64 5.55 5.55 5.55 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.5 9.25 9.25 11.88 9.5 9.25 9.25 9.25 Beam Width/Weight 3.5 3 3 3.5 3 3 3.5 3.5 3 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 8 8 41 41 4 4 43 8 41 6 4 Wall Height (ft) 2 0 0 0 5 5 0 0 0 0 0 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 0 Total Uniform Roof Load (plf) 220 220 1127.5 1127.5 110 110 1182.5 220 1127.5 165 110 Total Live Roof Load (plf) 160 160 820 820 80 80 860 160 820 120 80 Total Uniform Wall Load (plf) 40 0 0 0 100 100 0 0 0 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 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 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 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) 2176 1128 1700 3411 647 431 5376 1378 2266 512 116 Right Reaction (lb) 2176 1128 1700 3411 647 431 5376 1378 2266 512 116 Max Moment (lb-ft) 8706 2819 1275 5117 970 431 12095 4134 2266 767 58 Max Shear (lb) 2176 1128 1700 3411 647 431 5376 1378 2266 512 116 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 1.10 1.10 1.00 1.00 1.10 1.10 1.10 Area (in2)41.58 27.75 27.75 33.25 27.75 27.75 41.58 33.25 27.75 27.75 27.75 Moment of Inertia I (in4)489 198 198 250 198 198 489 250 198 198 198 Maximum Bending Stress (lb-ft) 1269 791 358 1166 272 121 1763 942 636 215 16 Allowable Bending Stress (lb-ft) 2604 990 990 2684 990 990 2604 2684 990 990 990 Allowable Moment (lb-ft) 17862 3529 3529 11775 3529 3529 17862 11775 3529 3529 3529 MOMENT FS 2.05 1.25 2.77 2.30 3.64 8.19 1.48 2.85 1.56 4.60 61.09 Allowable Shear Stress (psi) 285 180 180 285 180 180 285 285 180 180 180 Maximum Shear Capacity (lb) 7900 3330 3330 6318 3330 3330 7900 6318 3330 3330 3330 SHEAR FS 3.63 2.95 1.96 1.85 5.15 7.72 1.47 4.59 1.47 6.51 28.82 Bearing Required 0.83 0.93 1.40 1.30 0.53 0.35 2.05 0.52 1.87 0.42 0.10 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.24 0.11 0.00 0.05 0.01 0.00 0.13 0.15 0.02 0.01 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.33 0.10 0.20 0.20 0.13 0.30 0.40 0.13 0.20 0.07 LIVE LOAD DEFLECTION FS 2.19 2.90 20.97 4.14 26.87 90.70 2.29 2.65 8.85 17.92 725.57 Total Load Deflection (in) 0.41 0.16 0.01 0.07 0.02 0.00 0.18 0.22 0.02 0.02 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.50 0.15 0.30 0.30 0.20 0.45 0.60 0.20 0.30 0.10 TOTAL LOAD DEFLECTION FS 1.93 3.09 22.77 4.48 14.96 50.49 2.47 2.77 9.61 18.91 753.51 SELECTION LVL Sawn Sawn LVL Sawn Sawn LVL LVL Sawn Sawn Sawn (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 11 7/8" (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 2X10's Plan:Franklin Date:8/6/2018 Option Option Elev D Option Location:FS7B8 Optional Windows Wrap Around Porch option elev A,B,C Covered Patio PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" Shear: 7.72 Moment: 3.64 Moment: 9.66 Moment: 3.6 LL Deflection: L/509 Name RB-12 RB-13 RB-14 RB-15 RB-16 Grade Sawn Sawn Sawn LVL 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)4 6 6 8 12 Beam Weight (plf) 5.55 5.55 5.55 9.64 9.64 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.5 9.5 Beam Width/Weight 3 3 3 3.5 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 Roof Span (ft) 4 4 0 7 15 Wall Height (ft) 5 5 0 0 0 Total Uniform Floor Load (plf) 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 Total Uniform Roof Load (plf) 110 110 0 192.5 412.5 Total Live Roof Load (plf) 80 80 0 140 300 Total Uniform Wall Load (plf) 100 100 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 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 ----- 1 Location (ft) 0 0 0 2.5 0 1 Total Load (lb) 0 0 0 1128 0 Point Load 2 ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 6 0 0 Tapered Load at Start (plf) 0 0 0 0 0 Tapered Load at End (plf) 0 0 120 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 Left Reaction (lb) 431 647 137 1584 2533 Right Reaction (lb) 431 647 257 1161 2533 Max Moment (lb-ft) 431 970 365 3272 7599 Max Shear (lb) 431 647 257 1584 2533 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.10 1.10 1.00 1.00 Area (in2)27.75 27.75 27.75 33.25 33.25 Moment of Inertia I (in4)198 198 198 250 250 Maximum Bending Stress (lb-ft) 121 272 102 746 1732 Allowable Bending Stress (lb-ft) 990 990 990 2684 2684 Allowable Moment (lb-ft) 3529 3529 3529 11775 11775 MOMENT FS 8.19 3.64 9.66 3.60 1.55 Allowable Shear Stress (psi) 180 180 180 285 285 Maximum Shear Capacity (lb) 3330 3330 3330 6318 6318 SHEAR FS 7.72 5.15 12.97 3.99 2.49 Bearing Required 0.35 0.53 0.21 0.60 0.96 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 Live Load Deflection (in) 0.00 0.01 0.01 0.05 0.28 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.13 0.20 0.20 0.27 0.40 LIVE LOAD DEFLECTION FS 90.70 26.87 24.63 5.22 1.42 Total Load Deflection (in) 0.00 0.02 0.01 0.07 0.40 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.20 0.30 0.30 0.40 0.60 TOTAL LOAD DEFLECTION FS 50.49 14.96 25.69 5.55 1.51 SELECTION Sawn Sawn Sawn LVL LVL (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 9 1/2" Plan:Franklin Date:8/6/2018 Location:FS7B8 Elev B, D Elev A, C W/O Bump out/Bay PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS GLB 6 3/4" x 18" Sawn (2) 2X10's LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 11 7/8" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" Sawn (2) 2X10's Moment: 1.55 Shear: 1.17 Shear: 1.15 Moment: 1.21 Shear: 1.08 Shear: 1.12 Shear: 4.84 Moment: 2.13 Shear: 3.09 Moment: 1.95 Name FB-1 FB-2 FB-3 FB-3 FB-4 FB-5 FB-6 FB-7 FB-8 FB-9 Grade GLB Sawn LVL Sawn LVL LVL Sawn Sawn LVL 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)22 3 6 6 8 6 2.5 5 7 5 Beam Weight (plf) 29.50 5.55 9.64 5.55 12.06 9.64 5.55 5.55 9.64 5.55 BEAM SIZING Beam Depth (in)18 9.25 9.5 9.25 11.88 9.5 9.25 9.25 9.5 9.25 Beam Width/Weight 6.75 3 3.5 3 3.5 3.5 3 3 3.5 3 UNIFORM LOADING Floor Span (ft) 17 21 14 16 18 20 17 21 23 23 Roof Span (ft) 6 41 45 6 0 41 0 0 0 0 Wall Height (ft) 8 12 12 4 12 12 6 0 0 0 Total Uniform Floor Load (plf) 425 525 350 400 450 500 425 525 575 575 Total Live Floor Load (plf) 340 420 280 320 360 400 340 420 460 460 Total Uniform Roof Load (plf) 165 1127.5 1237.5 165 0 1127.5 0 0 0 0 Total Live Roof Load (plf) 120 820 900 120 0 820 0 0 0 0 Total Uniform Wall Load (plf) 160 240 240 80 240 240 120 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- Roof ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 41 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 6 0 0 0 0 0 1 End Point (ft) 0 0 0 0 8 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 1127.5 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 ----- ----- ----- ----- Roof ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 6 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 3411 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) 8575 2847 5511 1952 3943 5631 688 1326 2046 1451 Right Reaction (lb) 8575 2847 5511 1952 7340 5631 688 1326 2046 1451 Max Moment (lb-ft) 47160 2135 8267 2927 11072 8447 429 1658 3581 1814 Max Shear (lb) 8575 2847 5511 1952 7340 5631 688 1326 2046 1451 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 1.10 1.00 1.10 Area (in2)121.50 27.75 33.25 27.75 41.58 33.25 27.75 27.75 33.25 27.75 Moment of Inertia I (in 4)3281 198 250 198 489 250 198 198 250 198 Maximum Bending Stress (lb-ft) 1553 599 1884 821 1614 1925 120 465 816 509 Allowable Bending Stress (lb-ft) 2400 990 2684 990 2604 2684 990 990 2684 990 Allowable Moment (lb-ft) 72900 3529 11775 3529 17862 11775 3529 3529 11775 3529 MOMENT FS 1.55 1.65 1.42 1.21 1.61 1.39 8.22 2.13 3.29 1.95 Allowable Shear Stress (psi) 265 180 285 180 285 285 180 180 285 180 Maximum Shear Capacity (lb) 21465 3330 6318 3330 7900 6318 3330 3330 6318 3330 SHEAR FS 2.50 1.17 1.15 1.71 1.08 1.12 4.84 2.51 3.09 2.29 Bearing Required 1.95 2.34 2.10 1.61 2.80 2.15 0.57 1.09 0.78 1.19 Elastic Modulus (psi) 1,800,000 1,600,000 2,000,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 2,000,000 1,600,000 Live Load Deflection (in) 0.41 0.01 0.07 0.04 0.08 0.07 0.00 0.02 0.05 0.02 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.73 0.10 0.20 0.20 0.27 0.20 0.08 0.17 0.23 0.17 LIVE LOAD DEFLECTION FS 1.77 13.87 2.88 4.89 3.40 2.78 87.58 8.85 4.65 8.08 Total Load Deflection (in) 0.70 0.01 0.11 0.06 0.13 0.11 0.00 0.02 0.06 0.03 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 1.10 0.15 0.30 0.30 0.40 0.30 0.13 0.25 0.35 0.25 TOTAL LOAD DEFLECTION FS 1.57 13.59 2.77 4.96 3.14 2.71 81.13 10.50 5.49 9.60 SELECTION GLB Sawn LVL Sawn LVL LVL Sawn Sawn LVL Sawn 6 3/4" x 18" (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 11 7/8" (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 2X10's Plan:Franklin Date:8/6/2018 Option Option Option Option Location:FS7B8 Window/Door Bumpout/Bay Windows Fireplace PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's LVL (2) 9 1/2" LVL (1) 14" LVL (1) 14" Sawn (2) 2X10's LVL (3) 14" Sawn (2) 2X10's Sawn (2) 2X10's Shear: 3.82 Shear: 2.14 Shear: 12.78 Shear: 4.74 Shear: 6.27 Moment: 1.07 Shear: 3.93 Moment: 2.43 Name FB-10 FB-11 FB-12 FB-13 FB-14 FB-15 FB-16 FB-17 Grade Sawn LVL LVL LVL Sawn LVL Sawn Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 Floor Total Load (psf) 50 50 50 50 50 50 50 50 Roof Live Load (psf) 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)3 6 4 5.5 4 12 3 5 Beam Weight (plf) 5.55 9.64 7.11 7.11 5.55 21.32 5.55 5.55 BEAM SIZING Beam Depth (in)9.25 9.5 14 14 9.25 14 9.25 9.25 Beam Width/Weight 3 3.5 1.75 1.75 3 5.25 3 3 UNIFORM LOADING Floor Span (ft) 23 39 7 14 2 20 2 2 Roof Span (ft) 0 0 0 0 4 41 4 4 Wall Height (ft) 0 0 0 0 5 12 20 15 Total Uniform Floor Load (plf) 575 975 175 350 50 500 50 50 Total Live Floor Load (plf) 460 780 140 280 40 400 40 40 Total Uniform Roof Load (plf) 0 0 0 0 110 1127.5 110 110 Total Live Roof Load (plf) 0 0 0 0 80 820 80 80 Total Uniform Wall Load (plf) 0 0 0 0 100 240 400 300 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 Left Reaction (lb) 871 2954 364 982 531 11333 848 1164 Right Reaction (lb) 871 2954 364 982 531 11333 848 1164 Max Moment (lb-ft) 653 4431 364 1350 531 33999 636 1455 Max Shear (lb) 871 2954 364 982 531 11333 848 1164 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.00 1.00 1.00 1.10 1.00 1.10 1.10 Area (in2)27.75 33.25 24.50 24.50 27.75 73.50 27.75 27.75 Moment of Inertia I (in4)198 250 400 400 198 1201 198 198 Maximum Bending Stress (lb-ft) 183 1010 76 283 149 2379 178 408 Allowable Bending Stress (lb-ft) 990 2684 2546 2546 990 2546 990 990 Allowable Moment (lb-ft) 3529 11775 12129 12129 3529 36387 3529 3529 MOMENT FS 5.40 2.66 33.30 8.99 6.65 1.07 5.55 2.43 Allowable Shear Stress (psi) 180 285 285 285 180 285 180 180 Maximum Shear Capacity (lb) 3330 6318 4655 4655 3330 13965 3330 3330 SHEAR FS 3.82 2.14 12.78 4.74 6.27 1.23 3.93 2.86 Bearing Required 0.72 1.13 0.28 0.75 0.44 2.88 0.70 0.96 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 2,000,000 1,600,000 2,000,000 1,600,000 1,600,000 Live Load Deflection (in) 0.00 0.05 0.00 0.01 0.00 0.24 0.00 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.10 0.20 0.13 0.18 0.13 0.40 0.10 0.17 LIVE LOAD DEFLECTION FS 37.39 4.35 131.02 25.21 60.46 1.67 143.32 30.96 Total Load Deflection (in) 0.00 0.06 0.00 0.01 0.00 0.37 0.00 0.02 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.15 0.30 0.20 0.28 0.20 0.60 0.15 0.25 TOTAL LOAD DEFLECTION FS 44.44 5.17 151.09 29.65 40.99 1.62 45.62 11.97 SELECTION Sawn LVL LVL LVL Sawn LVL Sawn Sawn (2) 2X10's (2) 9 1/2" (1) 14" (1) 14" (2) 2X10's (3) 14" (2) 2X10's (2) 2X10's Plan:Franklin Date:8/6/2018 Location:FS7B8 PASS PASS PASS PASS PASS Sawn (2) 2X8's LVL (1) 11 7/8" LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 11 7/8" Shear: 1.53 Shear: 1.74 Shear: 3.08 Moment: 1.1 Shear: 7.22 Name MFB-1 MFB-2 MFB-3 MFB-4 MFB-5 Grade Sawn LVL LVL 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)3 4 6 10 5.5 Beam Weight (plf) 4.35 6.03 9.64 5.55 12.06 BEAM SIZING Beam Depth (in)7.25 11.88 9.5 9.25 11.88 Beam Width/Weight 3 1.75 3.5 3 3.5 UNIFORM LOADING Floor Span (ft) 38 38 27 10 2 Roof Span (ft) 0 0 0 0 0 Wall Height (ft) 9 9 0 0 0 Total Uniform Floor Load (plf) 950 950 675 250 50 Total Live Floor Load (plf) 760 760 540 200 40 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) 180 180 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 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 ----- ----- ----- ----- Floor 1 Location (ft) 0 0 0 0 3.5 1 Total Load (lb) 0 0 0 0 1451 Point Load 2 ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 Left Reaction (lb) 1702 2272 2054 1278 698 Right Reaction (lb) 1702 2272 2054 1278 1094 Max Moment (lb-ft) 1276 2272 3081 3194 2016 Max Shear (lb) 1702 2272 2054 1278 1094 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.20 1.00 1.00 1.10 1.00 Area (in2)21.75 20.79 33.25 27.75 41.58 Moment of Inertia I (in4)95 245 250 198 489 Maximum Bending Stress (lb-ft) 583 662 702 896 294 Allowable Bending Stress (lb-ft) 1080 2604 2684 990 2604 Allowable Moment (lb-ft) 2365 8931 11775 3529 17862 MOMENT FS 1.85 3.93 3.82 1.10 8.86 Allowable Shear Stress (psi) 180 285 285 180 285 Maximum Shear Capacity (lb) 2610 3950 6318 3330 7900 SHEAR FS 1.53 1.74 3.08 2.61 7.22 Bearing Required 1.40 1.73 0.78 1.05 0.42 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 Live Load Deflection (in) 0.01 0.01 0.03 0.14 0.01 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.10 0.13 0.20 0.33 0.18 LIVE LOAD DEFLECTION FS 10.90 14.75 6.29 2.32 24.96 Total Load Deflection (in) 0.01 0.01 0.04 0.18 0.01 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.15 0.20 0.30 0.50 0.28 TOTAL LOAD DEFLECTION FS 10.95 14.80 7.44 2.73 29.15 SELECTION Sawn LVL LVL Sawn LVL (2) 2X8's (1) 11 7/8" (2) 9 1/2" (2) 2X10's (2) 11 7/8" Plan:Franklin Date:8/6/2018 Location:FS7B8 PASS PASS 6x6 POST 3 1/2" X 5 1/4" PSL FS: 1.51 FS: 1.17 ------ --- --- COLUMN DIMENSIONS: Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 0 0 MATERIAL SPECS: Material: Doug Fir #2 Parallam Depth-x (in): 5.5 3.5 Width-y (in): 5.5 5.25 # Members 1 1 Area (in2):30.25 18.38 Axial Load: 11,930 11,930 MATERIAL PROPERTIES: Fc 700 2,500 E 1,300,000 1,800,000 Emin 470,000 914,880 Lex/dx 19.64 30.86 Ley/dy 0.00 0.00 FACTORS: Cd 1 1 Cf 1.1 1 Ke 1 1 Fc* 770 2,500 Fce 1,002 790 Cp 0.77 0.30 F'c 596 757 Allowable Load 18,014 13,909 Location: Plan:Franklin Date:8/6/2018 Option Location:FS7B8 Covered Patio PASS PASS FS: 1.13 FS: 2.37 INPUT Location:Girder Spot Footing Girder Spot Footing Callout S-36 S-24 Load (lb)11,930 2,533 SPECS Soil Bearing Pressure (psf)1500 1500 Footing Width/Diameter (in)36 24 Footing Length/Diameter (in)36 24 Footing Depth (in)10 10 CALCULATIONS Area Required (ft2)7.95 1.69 Area Provided (ft2)9.00 4.00 SELECTION S-36 S-24 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (2) #4 Bars Each Way