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STRUCTURAL CALCULATIONS - 18-00298 - 761 S 2275 W - New SFR
York Engineering Structural Design (801) 876-3501 9737 5-2018 � .IM M ions Davenport SF 14B9 Prepared For: F'I. KARTCHNER Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 5/22/2018 5/22/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Davenport Location: SF14139 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): Roof Dead Load (psf): Floor Loads: Floor Live Load (psf): Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Posts and Timbers: Steel: 40 15 40 12 D 115 mph for Exposure C 3000 psi (foundation) to 4000 psi (suspended slab) ASTM A615 Grade 60 Dry & stable granular based, 1500 psf bearing capacity, granular based KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Doug Fir #2 or better Doug Fir # 1 or better ASTM Grade 50 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: 1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. If discrepancies are found, the more stringent specification shall be followed. 3. All 2 -ply and 3 -ply beams and headers to be nailed using 16d two rows @ 12" O.C. 4. Contractor shall assure that all materials are used per manufactures recommendations. 5. Site engineering and liability shall be provided by the owner/builder as required. 6. 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. 7. The contractor shall conform to all building codes and practices as per the 2015 IRC 8. Use balloon framing method when connecting floors in split level designs. 9. Provide solid blocking through structure down to footing for all load paths 10. Builder shall follow all recommendations found in all applicable geotechnical reports. 11. Stacking of two sill plates is permitted with 5/8" J -Bolts through both plates. Stacking more than 12. two plates is not permitted without special engineering. 13. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall 14. be used. 15. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. 16. Block all horizontal edges 1 1/2" nominal or wider. 17. 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. York Engineering Table of Contents Footings 5 Seismic 6 Shear 7 Wind (Left & Right Loading) 8 Wind (Front & Back Loading) 9 Joists 10 Beam Schedule 11 Beams 12 Beams (2) 13 Plan: Davenport Date: 4/17/2017 Location: SF14139 LOCATION Back Front Left Right Interior FS r f, FS: 2.14 FS: 1.54 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure psf) 1500 1500 1500 1500 1500 Weight (k/Ift) 0.04 0.06 0.04 0.04 0.06 BUILDING LOADS Roof Span (ft) 30 46 10 10 39 Floor Span (ft) 15 3 4 16 14 Wall Height (ft) 10 9 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 1.42 1.52 0.58 0.89 1.64 FOOTING SPECS Footing Width in 20 24 20 20 24 Footing Width (ft) 1.67 2.00 1.67 1.67 2.00 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/Ift) 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) 1.69 1.84 0.85 1.17 1.95 Soil Load (ksf) 1.01 0.92 0.51 0.70 0.98 FOOTING SELECTION F-20 F-24 F-20 F-20 F-24 Footings Plan: Davenport Date: 4/17/2017 Location: SF14B9 LOADING SUMMARY Roof Live Load (psf): 40 Roof DeadLoad (psf): 15 Floor Live Load (psf): 40 Floor Dead Load (psf): 12 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf 75 Suspended Slab Live Load (psf): 60 ASD Load Combination Factor: 0.70 SNOW LOAD PARAMETERS Roof Slope (x/12): 7 Roof Pitch (0): 30.26 Total Roof Load (psf): 55.00 SEISMIC LOAD PARAMETERS Site Class: D Fs: 1.18 R: 6.5 Ss: 0.800 SMS: 0.944 S. 0.629 Cs 0.097 Redundancy Factor, p : 1.30 ASD Load Combination Factor: 0.70 Factored Cs: 10.088 0 0% 5.51 0.00 SHEAR DISTRIBUTION Base Shear Force to: Floor 1 Lateral Force Ib: Floor 2 Lateral Force Ib: Roof Lateral Force Ib: 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 41.16 49 — 15 8 46,387 16,229 62,616 Floor 2 41.16 49 0 12 0 16,229 0 Flood 41.16 49 9 12 17,352 18,032 35,384 6 Seismic SEISMIC FORCE DISTRIBUTION H. (ft) W. (kip) Hxx Wx % Force Total Shear (kip) Fx VX )f 15.25 62.62 955 100% 5.51 5.51 5.51 r 2 0.00 0.00 0 0% 5.51 0.00 5.51 r 1 1.00 0.00 0 0% 5.51 0.00 5.51 ILS 0.01 62.62 955 5,511 5.51 6 Seismic Plan: Davenport Date: 4/17/2017 Location: SF14B9 Shear Wall Allowable Loads (plf) Seismic (kips) Wind (kips) seismic wind total left/right front/back 2nd Floor 0.0 kips 0.0 0.0 SW -1 350 490 1st Floor 5.5 kips 8.5 10.3 SW -2 450 630 Basement 0.0 kips 3.7 4.6 SW -3 585 819 Location Garage Family Garage Back Wall Left Wall Right Wall A A A A A A Front side Front side 'ront/Back mi Back side Left side Right 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/ none none none none none none none none none none none none Width 22 20 22 42 49 49 0 0 0 0 0 0 Depth 22 45 50 38 41.5 41.5 0 0 0 0 0 0 Area (sqft) 242 450 550 798 1016.75 1016.75 0 0 0 0 0 0 Force (lb) 661 1230 1503 2181 2778 2778 0 0 0 0 0 0 Adj. Force 654 1216 1486 2156 2756 2756 0 0 0 0 0 0 % of floor 12% 22% 27% 39% 50% 50% 0% 0% 0% 0% 0% 0% Fir. Diaphragm 0 0 0 0 0 0 0 0 0 0 0 0 Transfered Force! 0 0 0 0 0 0 0 0 0 0 0 0 orces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 654 1216 1486 2156 2756 2756 0 0 0 0 0 0 Wind (lb) 1230 2287 2795 4056 4303 4303 0 0 0 0 0 0 Adj. Force 1216 2261 2764 4010 4268 4268 0 0 0 0 0 0 % of total 12% 22% 27% 39% 50% 50% 0% 0% 0% 0% 0% 0% Total Wind 1216 2261 2764 4010 4268 4268 0 0 0 0 0 0 Shear Wall 6 8 21 25 32 35 10 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 0.75 1 1 1 1 1 1 1 1 1 1 Seis Load (plf) 109 152 71 86 86 79 0 0 0 0 0 0 Wind Load (plf) 202.7 282.7 131.6 160.4 133.4 121.9 0.0 0.0 0.0 0.0 0.0 0.0 Shear Wall SW -1 SW -1 SW -1 SW -1 SW -1 SWA SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 Uplift % Force on pier 50% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 3 14.5 21 25 32 35 10 10 10 10 10 10 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 46 46 39 30 10 10 46 46 46 46 46 46 Wall Load (plf) 180 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 315 315 283.5 243 153 153 315 315 315 315 315 315 Seis.Uplift (lbs) 508 0 0 0 0 0 0 0 0 0 0 0 Wind Uplift (lbs) 1352 0 0 0 0 0 0 0 0 0 0 0 STHD10 STHDIORJ 7 Shear Plan: Davenport Date: 4/17/2017 Location: 81`1489 LEFT AND RIGHT 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 Exposure Category C Section 26.7 L/B upper floor 1.19 L/B main floor 1.19 Roof Height 10.50 Mean roof Height 15.3 Truss Span 36 Roof Slope 7/12 Roof Angle (deg) 30.26 Sine = 0.5039 Lower Truss Span 36 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, pn 26.9 Table 27.6-1 Upper floor, P. 26.9 Table 27.6-1 Main floor, pn 26.9 Main floor, po 26.9 Basement floor, p. 26.9 Basement floor, po 26.9 Upper Floor (psf) Relative positioning Net Pressure 16.1 Windward 10.3 Left 8.4 Leeward 5.8 Right 8.4 Main Floor (psf) Net Pressure 16.1 Windward 10.3 Left 8.4 Leeward 5.8 Right 8.4 Basement Floor (psf) ' Net Pressure 16.1 Windward 10.3 Left 8.4 Leeward 5.8 Right 8.4 Roof (psf) Zone 1 Zone 2 Exposure Adj. Factor 1.000 Load Case 1 -7.0 -10.2 Load Case 2 6.8 4.9 Lower Roof (psf) Load Case 1 -7.0 -10.1 Load Case 2 6.8 4.9 Roof Load Roof Height Length Area (ft) Horizontal Force (lbs) 10.50 42.00 441.0 5150 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft; Area (ft) Horizontal Force (lbs) 0.0 42 42 0 0.0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft' force (lbs) ft, force (lbs) ft' force (lbs) Windward 42 434.1 420 4341.0 0 0.0 Leeward 42 243.2 420 2431.8 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 5150 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 8536 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 12261 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 12600 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof (per truss) -15.3 -38.28 -39.26 Low roof (per truss) - - - Lateral (lbs) H1 H2.5 Roof (per truss) 2.6 307.45 160.58 Low roof (per truss) 0.0 - - 8 Wind (Left and Right Loading) Plan: Davenport Date: 411712017 Location: SF14B9 FRONT AND BAC 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 0.84 L/B main floor 0.84 Roof Height 10.50 Mean roof Height 7.3 Truss Span 36 Roof Slope 7112 Roof Angle (deg) 30.26 Sine = 0.5039 Lower Truss Span 36 Lower roof Slope 7112 Lower roof Angle (deg) 30.26 Sine = 0.5039 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.6 Table 27.6-1 Upper floor, po 27.6 Table 27.6-1 Main floor, ph 27.6 Main floor, P. 27.6 Basement floor, ph 27.6 Basement floor, p, 27,6 Upper Floor (psf) Relative positioning Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Main Floor (psf) Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Basement Floor (psf) Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Roof (psf) Zone 1 Zone 2 Exposure Adj. Factor 1.000 Load Case 1 -7.0 -10.1 Load Case 2 6.8 -4.9 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) 10.50 50.00 525 6111 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft) Horizontal Force (lbs) 0.0 50 50 0 0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs) ft2 force (lbs) ft' force (lbs) Windward 50 513A 500 5133.6 0 0.0 Leeward 50 314.6 500 3146.4 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 6111 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear(Ibs) 10251 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 14805 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 15219 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof (per truss) -16.2 -36.11 -37.04 Low roof (per truss) - - - Lateral (lbs) H1 H2.5 Roof (per truss) 122.2 6.42 3.35 Low roof (per truss) 0.0 - - 9 Wind (Front and Back Loading) Plan: Davenport Date: 4/17/2017 Location: SF1469 Moment: 1.313 Joist Series: 210 Joist Depth (ft): 11.88 Joist Span (ft): 1 16 LOAD PARAMETERS Floor Dead Load 12 Floor Live Load 40 Total Floor Load 52 SIMPLE SPAN JOIST Duration Increase 1 Joist Weight (pin 2.8 Joist Loading (plf) 86 Max Reaction (Ib) 688 Max Moment (ft -Ib) 2752 JOIST DETERMINATION Max Moment 100% (ft -Ib) 3795 Moment FS 1.38 Max Shear 100% (lb) 1655 Shear FS 2.41 Bearing Required (in) 2.00 Live Load Deflection Limit 360 Live Load Deflection (in) 0.34 Allowable Live Load Deflection (in) 0.53 LL Deflection FS 1.59 Total Load Deflection Limit 240 Total Load Deflection (in) 0.45 Allowable Total Load Deflection (in) 0.80 TL Deflection FS 1.77 1 3/4" Allowable Reaction (Ib) 1005 3 112" Allowable Reaction (Ib) 1460 11 fib'" Iii ziu (m 78.3" V.U. Joists Plan: Davenport Date: 4/17/2017 Location: SF14B9 11 Schedule Beam Page 1 Beam Page 2 RB -1 LVL (2) 11 7/8" 2.0E 2600 Fb FB -1 Sawn (2) 2X10' DF #2 RB -2 LVL (2) 7 1/4" 2.0E 2600 Fb FB -2 LVL (1) 11 7/8" 2.0E 2600 Fb RB -3 Sawn (2) 2X10's DF #2 FB -3 Sawn (2) 2X10' DF #2 RB -4 Sawn (2) 2X10's DF #2 F13-4 Sawn (2) 2X10' DF #2 RB -5 Sawn (2) 2X1 O's DF #2 FB -5 LVL (1) 11 7/8" 2.0E 2600 Fb RB -6 LVL (2) 9 1/2" 2.0E 2600 Fb FB -6 LVL (2) 11 7/8" 2.0E 2600 Fb RB -7 Sawn (2) 2X10's DF #2 RB -8 Sawn (2) 2X1O's DF #2 11 Schedule Plan: Davenport Date: 4/17/2017 Location: SF14B9 LVL (2) 11718" LVL (2) 7 114" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 112" Sawn (2) 2X10's Sawn (2) 2X10's TL 0e'len4;ctc L+52 i Moment- 1.27 Moment- 4.32 Shear 7.72 LL CeflecCo- L,,,^87 Snea�--o Name O I G RB -1 RB -2 RB -3 RB -4 RBS RB -6 RB -7 R13-8 Grade LVL LVL Sawn Sawn Sawn LVL Sawn Sawn LOADING PARAMETERS 6 0 0 0 5 0 0 5 Floor Live Load (psr) 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 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) 16 6 3 5 4 14 4 3 Beam Weight (plf) 12.06 7.36 5.55 5.55 5.55 9.64 5.55 5.55 BEAM SIZING 0 0 0 0 0 0 0 0 Beam Depth (in) 11.88 7.25 9.25 9.25 9.25 9.5 9.25 9.25 Beam Width/Weight 3.5 3.5 3 3 3 3.5 3 3 UNIFORM L AD N Floor Span (ft) 0 0 0 0 0 0 0 0 Roof Span (ft) 4 45 43 31 4 7 39 4 Wall Height (ft) 6 0 0 0 5 0 0 5 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 Total Live Floor Load (pill 0 0 0 0 0 0 0 0 Total Uniform Roof Load (p0) 110 1237.5 1182.5 852.5 110 192.5 1072.5 110 Total Live Roof Load (pin 80 900 860 620 80 140 780 80 Total Uniform Wall Load (plf) 120 0 0 0 100 0 0 100 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 Total Partially Uniform Load (pif) 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 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 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 (Ib) 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 (pit) 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) 1936 3735 1782 2145 431 1415 2156 323 Right Reaction (11b) 1936 3735 1782 2145 431 1415 2156 323 Max Moment (lb -ft) 7746 5602 1337 2681 431 4952 2156 242 Max Shear (lb) 1936 3735 1782 2145 431 1415 2156 323 C„ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cr 1.00 1.00 1.10 1.10 1.10 1.00 1.10 1.10 Area (in) 41.58 25.38 27.75 27.75 27.75 33.25 27.75 27.75 Moment of Inertia I (in 4) 489 111 198 198 198 250 198 198 Maximum Bending Stress (Ib -ft) 1129 2192 375 752 121 1129 605 68 Allowable Bending Stress (Ib -ft) 2604 2784 1139 990 990 3087 990 990 Allowable Moment (Ib -ft) 17862 7115 4059 3529 3529 13541 3529 3529 MOMENT FS 2.31 1.27 3.04 1.32 8.19 2.73 1.64 14.55 Allowable Shear Stress (psi) 285 285 207 180 180 328 180 180 Maximum Shear Capacity (lb) 7900 4821 3830 3330 3330 7265 3330 3330 SHEAR FS 4.08 1.29 2.15 1.55 7.72 5.13 1.54 10.30 Bearing Required 0.74 1.42 1.47 1.77 0.35 0.54 1.77 0.27 Elastic Modulus (psi) 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 1,600,000 Live Load Deflection (in) 0.12 0.12 0.01 0.03 0.00 0.24 0.01 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.20 0.10 0.17 0.13 0.47 0.13 0.10 LIVE LOAD DEFLECTION FS 4.38 1.68 20.00 5.99 90.70 1.91 9.30 214.98 Total Load Deflection (in) 0.37 0.16 0.01 0.04 0.00 0.35 0.02 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.30 0.15 0.25 0.20 0.70 0.20 0.15 TOTAL LOAD DEFLECTION FS 2.17 1.82 21.71 6.49 50.49 1.98 10.10 119.68 SELECTION LVL LVL Sawn Sawn Sawn LVL Sawn Sawn (2)11718" (2) 7 1/4" (2) 2X10's (2) 2X10's (2) 2X10's (2)91/2" (2) 2X10's (2) 2X10'5 12 Beams Plan: Davenport Date: 4/17/2017 Location: SF1489 Sawn (2) 2X10's LVL (1)11 718" Sawn (2) 2X10's Sawn (2) 2X10's LVL (1) 11718" LVL (2)11 718" Sherr: 2.19 Shear 6.76 .< _ 26'1 Mane Y,. 2 28 Shear 6.24 Shear 4.95 Name FBA FB -2 FB -3 FB -4 FB -5 FB -6 Grade Sawn LVL Sawn Sawn LVL LVL LOADING PARAMETERS 0 0 12 5 0 0 Floor Live Load (psi) 40 40 40 40 40 40 Floor Total Load (pst) 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft) 4 4 5 5 3 6 Beam Weight(plf) 5.55 6.03 5.55 5.55 6.03 12.06 BEAM SIZING 0 0 0 0 0 0 Beam Depth (in) 9.25 11.88 9.25 9.25 11.88 11.88 Beam Width/Weight 3 1.75 3 3 1.75 3.5 UNIFORM LOADING Floor Span (ft) 13 29 11 3 15 16 20 Roof Span (ft) 0 0 4 0 0 0 Wall Height (ft) 0 0 12 5 0 0 Total Uniform Floor Load (plf) 754 286 78 390 416 520 Total Live Floor Load (plf) 580 220 60 300 320 400 Total Uniform Roof Load (p8) 0 0 110 0 0 0 Total Live Roof Load (pit) 0 0 80 0 0 0 Total Uniform Wall Load (plf) 0 0 240 100 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 -- -- ---- --- 1 Span/Height (ft) 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 0 Partially Uniform Load 2 -- -- ----- ____ --- 2 Span/Height (ft) 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 Partially Uniform Load 3 -- - ----- ___ --- 3 Span/Height (ft) 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 3 Total Partially Uniform Load (ph) 0 0 0 0 0 0 POINT LOADS Point Load 1 -- -- ----- 1 Location (ft) 0 0 0 0 0 0 1 Total Load (Ib) 0 0 0 0 0 0 Point Load 2 -- -- 2 Location (ft) 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 Point Load 3 -- -- ___ ____ ----- 3 Location (ft) 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 Left Reaction (lb) 1519 584 1084 1239 633 1596 Right Reaction (lb) 1519 584 1084 1239 633 1596 Max Moment (Ib -ft) 1519 584 1355 1549 475 2394 Max Shear (lb) 1519 584 1084 1239 633 1596 C„ 1.00 1.00 1.00 1.00 1.00 1.00 Cr 1.10 1.00 1.10 1.10 1.00 1.00 Area (in) 27.75 20.79 27.75 27.75 20.79 41.58 Moment of Inertia I (in") 198 245 198 198 245 489 Maximum Bending Stress (Ib -ft) 426 170 380 434 138 349 Allowable Bending Stress (Ib -ft) 990 2604 990 990 2604 2604 Allowable Moment (Ib -ft) 3529 8931 3529 3529 8931 17862 MOMENT FS 2.32 15.29 2.61 2.28 18.81 7.46 Allowable Shear Stress (psi) 180 285 180 180 285 285 Maximum Shear Capacity (Ib) 3330 3950 3330 3330 3950 7900 SHEAR FS 2.19 6.76 3.07 2.69 6.24 4.95 Bearing Required 1.25 0.44 0.89 1.02 0.46 0.61 Elastic Modulus (psi) 1,600,000 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 Live Load Deflection (in) 0.01 0.00 0.01 0.01 0.00 0.01 Live Load Deflection Limit 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.13 0.13 0.17 0.17 0.10 0.20 LIVE LOAD DEFLECTION FS 12.51 50.95 26.54 12.38 83.02 16.60 Total Load Deflection (in) 0.01 0.00 0.02 0.02 0.00 0.02 Total Load Deflection Limit 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.20 0.20 0.25 0.25 0.15 0.30 TOTAL LOAD DEFLECTION FS 14.33 57.57 12.85 11.24 94A3 18.72 SELECTION Sawn LVL Sawn Sawn LVL LVL (2) 2X10's (1) 11 7/8" (2) 2X10's (2) 2X10's (1) 11 7/8" 2)117/8" (2)117/8- 13 Beams (2)