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HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00308 - 2293 W 900 S - Summerfield - SFR Structural Design (801) 876-3501 Structural Calculations Northport Summerfield Subdivision Lot #11 Rexburg, ID 93440 Prepared For: Kartchner Homes 601 W. 1700 S. Bldg B Logan Utah 84321 435.755.9530 April 18, 2016 Structural Calculations April 18, 2016 For: Kartchner Homes Plan #: Northport Location: Lot #11 Summerfield Subdivision From: York Engineering Inc. 4883 Old Highway Road, Suite A Morgan, Utah 84050 (801) 876-3501 Design Criteria 2012 IRC: Roof Load; Roof Live Load (PSF) 40 Dead Load (PSF) 15 Floor Load; Live Load (PSF) 40 Dead Load (PSF) 10 Seismic Zone: D Wind Speed: 115 mph ult. Exposure C or 150 mph ult. Exposure B Material Properties & Assumptions Concrete (fc'): 3000 psi(found.) to 4000 psi (susp. slab) Concrete Reinforcement: ASTM A615 Grade 60 & Grade 40 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 minimum of 25' Dimensional Lumber: Doug Fir #2 & BTR Steel: ASTM A36 Use Simpson 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. Roof Truss and beam system 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 contractor shall verify all conditions, dimensions and structural details of the drawing. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all horizontal edges 1 ½" 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 ½" from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall plates 6" O.C. 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. Use Simpson A35 ties each cantilevered joist to sill or top plate. 3. Use Simpson H1, H2.5 or equiv. ties each end of each truss. 4. Use 1/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over 8' high. Use 3" x 3" x 1/4" washers 5. If discrepancies are found, the more stringent specification shall be followed. 6. All multiple beams and headers to be nailed using 16d two rows 12" O.C. 7. Contractor shall assure that all materials are used per manufactures recommendations. 8. Site engineering and liability shall be provided by the owner/builder as required. 9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers. 10. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil and that 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 set back requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. 10. The contractor shall conform to all building codes and practices as per the 2012 IRC. 11. Use balloon framing method when connecting floors in split level designs. 12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd. 13. Provide joist and rafter hangers as per manufacturers’ specifications. 14. Foundation steps shall not exceed 4 feet or ½ the horizontal distance between steps. Horz. re-bar shall be 12" O.C. through step downs and extend 48" either side of step 15.If garage return walls are less than 32" wide then extend headers across return walls with 2 king studs on either end extending from the top of the header to the bottom plate or install (2) MST 36 straps each end of header extend across wing walls. 16. Use a minimum of 2-9 ½" LVLs for all headers carrying girder loads. 17. Use 1 1/8" wide timberstrand or equiv. for all rim joist 18. Provide solid blocking through structure down to footing for all load paths. 19. Builder shall follow all recommendations found in all applicable Geotechnical reports. 20. 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 21. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI concrete shall be used. Plan:Northport Date:4/18/16 Location:Lot 11 Summerfield Footing Calculations back front left right interior 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 Foundation Overall Height (ft) 8.83 8.83 8.83 8.83 0.08 Height (in)106 106 106 106 1 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 Thickness (in)88888 Weight (kips/lft) 0.88 0.88 0.88 0.88 0.01 Footing Specs Width (ft) 2.00 2.00 1.67 1.67 1.33 Width (in)24 24 20 20 16 Height (ft) 0.83 0.83 0.83 0.83 0.83 Height (in)10 10 10 10 10 Weight (kips/lft) 0.25 0.25 0.21 0.21 0.17 Area per lft 2.00 2.00 1.67 1.67 1.33 Soil Specs Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (kips/lft) 0.74 0.74 0.55 0.55 0.00 Building Loads Roof span 39 10 4 4 0 Roof (kips/lft) 1.07 0.28 0.11 0.11 0.00 Wall Height (ft)18 18 21 21 18 Wall Load (kips/lft) 0.36 0.36 0.42 0.42 0.27 Floor span 32 26 2 2 32 Floor Loads (kips/lft) 0.80 0.65 0.05 0.05 0.80 Total (kips.lft) 2.23 1.29 0.58 0.58 1.07 Calculations Total Weight on Soil (kips)3.37 2.42 1.67 1.67 1.25 Soil Load (ksf) 1.68 1.21 1.00 1.00 0.93 Required Footing Width (in)24 24 20 20 16 Required Footing Depth (in)10 10 10 10 10 Plan:Northport Date:4/18/16 Location:Lot 11 Summerfield Sawn Lumber RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-9 RB-10 RB-11 FB-11 FB-12 FB-16 MFB-1 Load Parameters Floor Live Load(psf)40 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Load(psf)50 50 50 50 50 50 50 50 50 50 50 50 50 Floor 1 Span(ft)0000000002323421 Total Floor Load(plf)000000000575575100525 Wall Height (ft)0000005509990 Wall Weight (psf) 20 20 20 20 20 20 20 20 20 20 20 20 20 Wall Load(plf)00000010010001801801800 Roof LL (psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 Total Roof Load(psf)55 55 55 55 55 55 55 55 55 55 55 55 55 Roof Span(ft)67404044044404440 Total Roof Load(plf)165 193 1100 1100 110 1100 110 110 1100 110 110 110 0 Beam Weight (plf) 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 Live Load (plf)120 140 800 800 80 800 80 80 800 540 540 160 420 Total Load (plf)171 198 1106 1106 116 1106 216 216 1106 871 871 396 531 Reactions & Moment Duration Increase 1111111111111 Beam Span(ft) 69.543553533353 Reaction 1 (lb)512 941 2211 1658 289 2764 323 539 1658 1306 1306 989 796 Reaction 2 (lb)512 941 2211 1658 289 2764 323 539 1658 1306 1306 989 796 Max Moment FtLb 767 2234 2211 1244 361 3455 242 674 1244 979 979 1236 597 Max Shear Lb 512 941 2211 1658 289 2764 323 539 1658 1306 1306 989 796 Determine Beam Size Depth Estimate (in)9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 Width Estimate (in)3333333333333 CF = 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 Area = 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 Momemt of Inertia I = 198 198 198 198 198 198 198 198 198 198 198 198 198 Maximum Bend Stress =215 627 620 349 101 969 68 189 349 275 275 347 167 Allowable bend Stress 935 935 935 935 935 935 935 935 935 935 935 935 935 Factor Of Safety = 4.34 1.49 1.51 2.68 9.23 0.96 13.75 4.95 2.68 3.40 3.40 2.70 5.58 Allowable Sheer Stress 165 165 165 165 165 165 165 165 165 165 165 165 165 Max Shear Cap (lbs) =3053 3053 3053 3053 3053 3053 3053 3053 3053 3053 3053 3053 3053 Factor Of Safety = 5.97 3.24 1.38 1.84 10.57 1.10 9.44 5.66 1.84 2.34 2.34 3.09 3.84 Bearing Required =0.42 0.77 1.82 1.36 0.24 2.27 0.27 0.44 1.36 1.07 1.07 0.81 0.66 E (psi) 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 Deflection LL (in)0.01 0.10 0.02 0.01 0.00 0.04 0.00 0.00 0.01 0.00 0.00 0.01 0.00 LLoad Def. Limit L/ 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Deflection (in)0.20 0.32 0.13 0.10 0.17 0.17 0.10 0.17 0.10 0.10 0.10 0.17 0.10 LL Deflection F/S 14.70 3.17 7.44 17.64 38.11 3.81 176.42 38.11 17.64 26.14 26.14 19.05 33.60 Deflection TL (in)0.02 0.14 0.02 0.01 0.01 0.06 0.00 0.01 0.01 0.01 0.01 0.02 0.00 TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Deflection (in)0.3 0.475 0.2 0.15 0.25 0.25 0.15 0.25 0.15 0.15 0.15 0.25 0.15 TL Deflection F/S 15.52 3.37 8.08 19.15 39.57 4.14 98.22 21.21 19.15 24.32 24.32 11.56 39.90 Selection 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 Plan:Northport Date:4/18/16 Location:Lot 11 Summerfield LVL Beam RB-7 RB-8 FB-5 FB-13 FB-14 FB-15 MFB-2 MFB-3 Load Parameters Floor LL (psf) 40 40 40 40 40 40 40 40 Total Floor Load(psf)50 50 50 50 50 50 50 50 Floor Span (ft)0 0 42 19 19 13 26 10 Total Floor Load (plf)0 0 1050 463 475 325 650 250 Wall Height (ft)00099900 Wall Weight (psf) 15 15 20 20 20 20 20 20 Wall Load (plf)0 0 0 180 180 180 0 0 Roof LL (psf) 40 40 40 40 40 40 40 40 Total Roof Load (psf) 55 55 55 55 55 55 55 55 Roof Span (ft)40 10 0 40 40 46 0 0 Roof Load (plf) 1100 275 0 1100 1100 1265 0 0 Beam Weight (plf) 9.6 10 10 18 10 10 7 6 Live Load (plf) 800 200 840 1170 1180 1180 520 200 Total Load (plf) 1110 285 1060 1761 1765 1780 657 256 Reactions & Moment Duration Increase 11111111 Beam Span(ft) 5146106574 Reaction 1 (lb) 2774 1992 3179 8803 5294 4449 2301 512 Reaction 2 (lb) 2774 1992 3179 8803 5294 4449 2301 512 Max Moment FtLb 3468 6974 4768 22007 7941 5561 4026 512 Max Shear Lb 2774 1992 3179 8803 5294 4449 2301 512 Max Shear Stress (psi) 83 60 96 141 159 134 91 25 Determine Size Depth Estimate (in)9.50 9.50 9.50 11.88 9.50 9.50 7.25 11.88 Width Estimate (in)3.5 3.5 3.5 5.3 3.5 3.5 3.5 1.8 Cross Area (in^2) 33 33 33 62 33 33 25 21 Allowable Bending Stress = 2684 2684 2684 2604 2684 2684 2784 2604 Allowable Moment = 11775 11775 11775 26793 11775 11775 7115 8931 Momemt of Inertia I = 250 250 250 734 250 250 111 245 Factor Of Safety = 3.40 1.69 2.47 1.22 1.48 2.12 1.77 17.44 Allowable Sheer Stress (psi)=285 285 285 285 285 285 285 285 Allowable Sheer Force (lb)= 6318 6318 6318 11850 6318 6318 4821 3950 Factor Of Safety = 2.28 3.17 1.99 1.35 1.19 1.42 2.10 7.71 Bearing Required = 1.06 0.76 1.21 2.24 2.02 1.69 0.88 0.39 E (psi) 1900000 1900000 1900000 1900000 1900000 1900000 1900000 1900000 Deflection LL (in) 0.02 0.36 0.05 0.19 0.07 0.03 0.13 0.00 LLoad Def. Limit L/ 360 360 360 360 360 360 360 360 Allowable Deflection (in)0.17 0.47 0.20 0.33 0.20 0.17 0.23 0.13 LL Deflection F/S 7.04 1.28 3.88 1.76 2.76 4.77 1.75 53.77 Deflection TL (in)0.03 0.52 0.07 0.28 0.11 0.05 0.17 0.00 TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 Allowable Deflection (in)0.25 0.70 0.30 0.50 0.30 0.25 0.35 0.20 TL Deflection F/S 7.61 1.35 4.61 1.76 2.77 4.75 2.08 63.01 Selection 2: 9 ½" 2: 9 ½" 2: 9 ½" 3: 11 7/8" 2: 9 ½" 2: 9 ½" 2: 7 1/4" 1: 11 7/8" Plan:Northport Date:4/18/16 Location:Lot 11 Summerfield Seismic Calculations Loading Summary Floor Dead Load (psf) 10 Seismic Zone E Floor Live Load(psf) 40 Walls (Ext)(psf) 20 Roof LL(psf)40 Walls (Int)(psf) 10 Roof DL(psf) 15 Roof Dead Load(psf) 15 Roof Slope 6 /12 Exterior combination Snow Load Reduction Seismic Paramaters Slope 26.56 V=Cs*W/1.4 Snow 40.00 Fa= 1 Pitch over 20 R= 6.5 table 1617.6 Rs Ss= 1.772 Reduction Sms= 1.77 eq. 16-16 L.L.- Reduction 40.00 Sds= 1.18 eq 16-18 Total Load 55.00 Cs= 0.218 per eq. 16-49 Adj. Factor 1.4 Cs= 0.1556 Roof Length W(psf) Lb/ft Width W(lb) 45 21 945 45 42525 roof wall 7800 Total Mass Tributary to Roof Levels = 50325 Shear (V)(lbs) Roof Levels = 7832 Floor 2 Length W(psf) lb/ft Width W(lb) 38 10 380 40 25405 wall height 10 150000 Total Mass Tributary to Floor 2= 175405 Shear (V)(lbs) Floor Levels = 27297 Floor 1 Length W(psf) lb/ft Width W(lb) 45 10 450 45 10790 wall height 8 9000 Total Mass Tributary to Floor 1= 19790 Shear (V)(lbs) Floor Levels = 3080 Floor 1 Lateral Force 0 Floor 2 Lateral Force 27297 Roof Lateral Force 7832 Total Seismic Mass =245520 Total Lateral Force =35129 Seismic Force Distribution *** Roof Sections ***H(x)W(x) kip W(x)H(x)% Force Total Sheer F Roof 25.9 50 1302 40.29%14.155059Floor 1 1.0 0 0 0.00%35.129105 Floor 2 10.0 175 1929 59.71%35.129105 Totals 226 3232 1V/sum(Wi*Hi) =0.01087 Total Shear (lbs) =35129 Basement Sheer Wall F(total)Length Total Load (kips)35.1 Shear Wall Load (plf) right side 17.6 10 Not Applicable left side 17.6 10 Not Applicable front 17.6 10 Not Applicable back 17.6 10 Not Applicable Floor 1 Sheer Wall F(total)Length Total Load (kips)35.1 Shear Wall Load (plf) right side 17.6 39 450 left side 17.6 43 408 front 17.6 20 878 back 17.6 33 532 Floor 2 Sheer Wall F(total)Length Total Load (kips)14.2 Shear Wall Load (plf) right side 7.1 41 173 left side 7.1 40 177 front 7.1 20 354 back 7.1 26 272 Shear Wall Critical Lengths Wall DL Floor DL Roof DL DL (plf)critical l (ft) Front 360 650 275 856 18 Back 360 800 1072.5 1487 6 Right 420 50 110 386 21 Left 420 50 110 386 19 Calculate Uplift , Force Req'd to Prevent OT (lbs) Panel Length (ft)2 3 4 6 8 Front 14096 13241 12385 10673 8962 Back 6607 5120 3633 660 -2314 Right 7334 6948 6562 5789 5016 Left 6580 6194 5807 5035 4262 Plan:Northport Date:4/18/16 Location:Lot 11 Summerfield Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Wind Design Coefficients P=wind load*exp coeff*Iw P=Design Pressure Horizontal Wind Load (from table 1609.6.2.1(1) Wall Load (psf)= end zone (A) 16.1 interior zone (C) 11.7 Roof Load (psf)= end zone (B) 2.6 interior zone (D) 2.7 Vertical Wind Load (from table 1609.6.2.1(1) Roof Load (psf)= end zone windward (E) -7.2 end zone leeward (F) -9.8 interior zone windward (G) -5.2 interior zone leeward (H) -5.2 Exposure Coefficient (from table 1609.6.2.1(4) 1.29 Iw=Importance Factor (from table 1604.5) 1.0 Wind Speed =90 Roof Height 9.75 Exposure C Wall Height 21 Truss Span 39 Roof Slope =6 /12 Roof Angle (deg)=26.56 Sine = 0.4472 Minimum Pressure P=wind load*exp coeff*Iw Adjusted horizontal wall interior 15.09 15.09 horizontal wall end zone 20.77 20.77 horizontal roof interior 3.48 10.00 horizontal roof end zone 3.35 10.00 vertical end zone windward -9.29 0.00 vertical end zone leeward -12.64 0.00 vertical interior zone windward -6.71 0.00 vertical interior zone leeward -6.71 0.00 .4*Hmean 10.35 .1*base 4.5 End Zone Width (ft) 4.5 2nd storyEnd Zone Width (ft) 4.5 Interior Zone Width (ft) 36 2nd StoryInterior Zone Width (ft) 31 Gable Roof Load Width Height Wind Load Force (lbs) End 4.5 2.2 20.77 202 Interior 36 3.80 15.09 3235 Sum = 3436.89 Area Wind Load Force (lbs) Hip Roof Load End 438.75 10.00 4388 Interior 27 10.00 270 Total 4658 2nd Stor Wall Load Width Height Wind Load Force (lb/ft) Force (lb/f End 4.5 1.0 20.77 187 186.92 Interior 36 1.00 15.09 543 467.88 Sum = 730.269 654.8 Vertical Force Width length Wind Load Force (lbs) end zone windward 5 20.25 FALSE 0 leeward 5 20.25 FALSE 0 interior zone windward 36 20.25 FALSE 0 leeward 36 20.25 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs) 11206 Front Wall Length 20 280 Back Wall Length 26 215 Floor 1 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs) 17802 Front Wall Length 20 445 Back Wall Length 33 270 basement Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs) 18533 Front Wall Length 10 Not Applicable Back Wall Length 10 Not Applicable Critical Wall Length (ft)= Front Wall Dead Load (plf)= 856 Total 18533 Front Wall Critical Length (ft)= 5 Total (plf) 103 Back Wall Dead Load (plf)= 1487 Back Wall Critical Length (ft)= 2 Calculate Uplift , Force Req'd to Prevent OT (lbs) Panel Length (ft)234 681012 Front 1918 1541 1165 412 -341 -1094 -1847 Back 235 -457 -1149 -2533 -3917 -5301 -6685 Plan:Northport Date:4/18/16 Location:Lot 11 Summerfield Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Wind Design Coefficients P=wind load*exp coeff*Iw P=Design Pressure Horizontal Wind Load (from table 1609.6.2.1(1) Wall Load (psf)= end zone (A) 16.1 interior zone (C) 11.7 Roof Load (psf)= end zone (B) 2.6 interior zone (D) 2.7 Vertical Wind Load (from table 1609.6.2.1(1) Roof Load (psf)= end zone windward (E) -7.2 end zone leeward (F) -9.8 interior zone windward (G) -5.2 interior zone leeward (H) -5.2 Exposure Coefficient (from table 1609.6.2.1(4) 1.29 Iw=Importance Factor (from table 1604.5) 1.0 Wind Speed =90 Roof Height 9.75 Exposure C Wall Height 21 Truss Span 39 Roof Slope =6 /12 Roof Angle (deg)=26.56 Sine = 0.4472 Minimum Pressure P=wind load*exp coeff*Iw Adjusted horizontal wall interior 15.09 15.09 horizontal wall end zone 20.77 20.77 horizontal roof interior 3.48 10.00 horizontal roof end zone 3.35 10.00 vertical end zone windward -9.29 0.00 vertical end zone leeward -12.64 0.00 vertical interior zone windward -6.71 0.00 vertical interior zone leeward -6.71 0.00 End Zone Width (ft) 4.5 2nd storyEnd Zone Width (ft) 4.5 Interior Zone Width (ft) 36 2nd StoryInterior Zone Width (ft) 29 Gable Roof Load Width Height Wind Load Force (lbs) End 4.5 2.2 20.77 202 Interior 36 3.80 15.09 3235 Sum = 3436.893 Area Hip Roof Load End 438.75 10.00 4388 Interior 27 10.00 270 Total 4658 2nd Story Wall Load Width Height Wind Load Force (lbs) End 4.5 1.0 20.77 187 186.921 Interior 36 1.00 15.09 543 437.697 Sum = 730.269 624.618 Vertical Force Width length Wind Load Force (lbs) end zone windward 5 42.75 FALSE 0 leeward 5 42.75 FALSE 0 interior zone windward 36 42.75 FALSE 0 leeward 36 42.75 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs) 10904 Left Wall Length 40 136 Right Wall Length 41 133 Floor 1 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs) 17802 Left Wall Length 43 207 Right Wall Length 39 228 basement Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs) 18533 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Critical Wall Length (ft)= Left Wall Dead Load (plf)= 386 Total 18533 Left Wall Critical Length (ft)= 6 Total (plf) 93 Right Wall Dead Load (plf)= 386 Right Wall Critical Length (ft)= 7 Calculate Uplift , Force Req'd to Prevent OT (lbs) Panel Length (ft)234 681012 Front 949 802 655 362 68 -225 -518 Back 1076 929 783 489 196 -98 -391 Plan : Northport Date : 2 May 2013 Location : Lot 11 Summerfield Steel I-Beam Micro-Lam Beam RB-1 FB-17 FB-2 Uniform Loads W/ garage opt Uniform Loads Uniform Floor Span (ft)00Uniform Floor Span (ft)0 Total Uniform Floor Load (plf) 0 0 Total Uniform Floor Load (plf) 0 Wall Height (ft)20Wall Height (ft)2 Wall Weight (psf)25 20 Wall Weight (psf)20 Wall Load (plf) 50 0 Wall Load (plf) 40 Uniform Roof Span (ft)741Uniform Roof Span (ft)7 Total Uniform Roof Load (plf) 192.5 1127.5 Total Uniform Roof Load (plf) 192.5 Point Loads Point Loads 1 Distance from Left (ft)031 Distance from Left (ft)11.5 1 Point Live Load (lb)0 1600 1 Point Live Load (lb)8302 1 Point Dead Load (lb)0 400 1 Point Dead Load (lb)3228 2 Distance from Left (ft)472 Distance from Left (ft)16 2 Point Live Load (lb)002 Point Live Load (lb)2539 2 Point Dead Load (lb)002 Point Dead Load (lb)987 Partialy Uniform Loads Partialy Uniform Loads 1 Uniform Span (ft)0221 Uniform Span (ft)18 1 Live Load (plf) 0 440 1 Live Load (plf) 360 1 Dead Load (plf) 0 110 1 Dead Load (plf) 90 1 Distance of left side (ft)101 Distance of left side (ft)0 1 Distance of right side (ft)631 Distance of right side (ft)16 2 Uniform Span (ft)39 7 2 Uniform Span (ft)39 2 Live Load (plf) 780 140 2 Live Load (plf) 780 2 Dead Load (plf) 292.5 52.5 2 Dead Load (plf) 292.5 2 Distance of left side (ft)032 Distance of left side (ft)11.5 2 Distance of right side (ft)482 Distance of right side (ft)16 Tapered Load Tapered Load Tapered load left (plf)00Tapered load left (plf)0 Tapered load right (plf)00Tapered load right (plf)0 Left Distance (ft)36Left Distance (ft)6 Right Distance (ft)98Right Distance (ft)8 Beam Weight (plf)14.21 18.09 Beam Weight (plf)45 Reactions & Moment Reactions & Moment Duration Increase 1 1 Duration Increase 1 Beam Span(ft) 18 8 Beam Span(ft) 23 Left Reaction (lb) 6123.7 7473.8 Left Reaction (lb) 16666.0 Right Reaction (lb) 2787.1 6303.4 Right Reaction (lb) 16798.7 Max Moment FtLb 15098.7 14819.7 Max Moment FtLb 143511.5 Max Mom dist from Left 7.1 3.3 Max Mom dist from Left 11.5 Max Shear Lb 6123.7 7473.8 Max Shear Lb 16798.7 Max Shear Stress (psi) 125.0 119.8 Max Shear Stress (psi) 231.1 Suggested Height (in)14.26 Determine Size Determine Size Depth Estimate (in)14.00 11.88 Suggested Height (in)14.26 Width Estimate (in)3.5 5.25 I-Beam 16 45 Cross Area (in^2) 49.00 62.37 Beam S 72.70 Max Moment 100% = 24772.22 26756.73 Load S 49.20 Momemt of Inertia I = 800.33 733.55 Load S *1.2 59.04 Factor Of Safety =1.64 1.81 Factor Of Safety =1.23 Max Shear 100% = 187.46 179.74 Allowable Stress 35000.00 Factor Of Safety =1.52 1.59 Moment if Inertia 586.00 Bearing Required = 3.18 2.59 E (psi) 29000000.00 Load S 69.69 68.40 Deflection LL (in) 0.52 Beam S 114.33 123.49 L/360 0.77 S Factor of Safety 1.64 1.81 LL Deflection F of S 1.47 E (psi) 1900000 1900000 Deflection TL (in) 0.74 Deflection LL (in) 0.37 0.09 L/360 0.77 L/360 0.60 0.27 TL Deflection F of S 1.03 LL Deflection F of S 1.63 2.91 Deflection TL (in) 0.61 0.12 Selection 16 45 L/240 0.90 0.40 I-Beam TL Deflection F of S 1.48 3.24 Selection 2: 14" 3: 11 7/8" LVL LVL