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STRUCTURAL CALCULATIONS - 20-00402 - 651 S 2400 W Units 6101-6105 - Summerfield Townhome - 5 Units
4/16/2020 Structural Design (801) 876-3501 Structural Calculations Unit 1,3,5: Summerfield Townhomes Rexburg, IDAHO Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 4/16/20 4/16/2020 STRUCTURAL CALCULATIONS For:Kartchner Homes Plan #:Unit 1,3,5: Summerfield Townhomes Location:Rexburg, IDAHO 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):40 Roof Dead Load (psf):15 Floor Loads: Floor Live Load (psf):40 Floor Dead Load (psf):12 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 Posts and Timbers:Doug Fir #1 or better Steel:ASTM Grade 50 1. 2. 3. 4. 5. 6. 7. 8. 9.Provide solid blocking through structure down to footing for all load paths 10. 11. 12. 13. 14. 15. 16. 17. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Contractor shall assure that all materials are used per manufactures recommendations. Site engineering and liability shall be provided by the owner/builder as required. Contractor shall assure that footings are properly drained, soil is dry, footings rest on undisturbed native soil, building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet, and that the intent of IRC Section R403.1.7.2 is met. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. Block all horizontal edges 1 1/2" nominal or wider. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than 1/2" from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints and over rim joist between floors and nail to rim and wall plates at 6" O.C. The contractor shall conform to all building codes and practices as per the 2015 IRC Use balloon framing method when connecting floors in split level designs. Builder shall follow all recommendations found in all applicable geotechnical reports. Stacking of two sill plates is permitted with 5/8" J-Bolts through both plates. Stacking more than two plates is not permitted without special engineering. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall be used. Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefrab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of “Registered Design Professional in Responsible Charge” on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. If discrepancies are found, the more stringent specification shall be followed. All 2-ply and 3-ply beams and headers to be nailed using 16d two rows @ 12" O.C. Snow Calculation 5 Footings 6 Seismic 7 Shear 8 Wind (Left & Right Loading)9 Wind (Front & Back Loading)10 Joists 11 Beam Schedule 12 Beams 13 Posts 14 Spot Footings 15 Table of Contents Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 2.02 FS: 1.03 FS: 2.94 FS: 2.94 FS: 2.79 SOIL SPECS Density (pcf)125 125 125 125 125 Soil Pressure (psf)1500 1500 1500 1500 1500 Weight (k/lft)0.04 0.04 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft)5 50 4 4 0 Floor Span (ft)18 16 4 4 6 Wall Height (ft)18 18 18 18 18 Suspended Slab Span (ft)0 0 0 0 0 Total Load (k/lft)0.97 2.15 0.57 0.57 0.52 FOOTING SPECS Footing Width (in)20 20 20 20 16 Footing Width (ft)1.67 1.67 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)1.24 2.43 0.85 0.85 0.72 Soil Load (ksf)0.74 1.46 0.51 0.51 0.54 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 5 Footings Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO 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 21.84 48.88 ---15 8 21,776 10,613 32,389 Floor Live Load (psf):40 Floor 2 20.79 46 8 12 11,699 23,342 35,042 Floor Dead Load (psf):12 Floor 1 21.84 49 9 12 6,312 14,144 20,456 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 24.25 32.39 785 67%3.34 3.34 3.34 Floor 2 10.00 35.04 385 33%4.98 1.64 4.98 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0%4.98 0.00 4.98 Roof Slope (x/12):6 TOTALS 0.00 67.43 1,171 4,979 ------4.98 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class:D Fa:1.32 R:6.5 SS:0.600 SMS:0.792 SDS:0.527 CS:0.081 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.074 SHEAR DISTRIBUTION Base Shear Force lb:4,979 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:2,588 Roof Lateral Force lb:2,392 Diaphragm Loading (plf):57 Diaphragm FS 2.99 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO seismic wind # of Units 3 total left/right front/back SW-1 240 336 2nd Floor 3.3 kips 4.1 3.2 SW-1 350 490 1st Floor 1.6 kips 2.9 2.5 SW-2 450 630 Basement 0.0 kips 1.7 1.5 SW-3 585 819 Location WIC Master Bed 2 Bed 3 Left Wall Right Wall Front Wall Garage Left Wall Right Wall A A Front side Front side Back side Back side Left side Right side Front side Back side Left side Right side Front side Front side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines up w/none none none none none none second floor second floor second floor second floor none none Width 7 14 10 11 45 45 21 21 47 47 0 0 Depth 45 45 44 45 21 21 47 47 21 21 0 0 Area (sqft)157.5 315 220 247.5 472.5 472.5 577.5 493.5 535.5 535.5 0 0 Force (lb)556 1111 776 873 1667 1667 887 758 822 822 0 0 560 1119 782 879 1670 1670 884 755 820 820 0 0 % of floor 17%34%23%26%50%50%54%46%50%50%0%0% Flr. Diaphragm 134 269 188 211 401 401 212 181 197 197 0 0 Transfered Forces 0 560 0 782 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 1679 1661 1670 1670 0 0 Total Seismic 560 1679 782 1661 1670 1670 2563 2417 2490 2490 0 0 Wind (lb)528 1056 738 830 2049 2049 1355 1158 1455 1455 0 0 Adj. Force 532 1064 743 836 2053 2053 1351 1154 1450 1450 0 0 % of total 17%34%23%26%50%50%54%46%50%50%0%0% Total Wind 532 1596 743 1579 2053 2053 2946 2733 3503 3503 0 0 Shear Wall transferred 9 transferred 6 45 45 11 portal 47 47 10 10 Aspect Ratio to 1 bed 3 0.92 1 1 1 1 1 1 1 PSW Adj. Co Master 0.76 0.95 1 1 0.83 1 1 1 1 Seis Load (plf) 187 277 37 37 233 53 53 0 0 Wind Load (plf) 177.3 263.1 45.6 45.6 267.9 74.5 74.5 0.0 0.0 Shear Wall 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%100% Wall Length (ft)transferred 14 10 11 45 45 16 2.5 47 47 10 10 Wall Height (ft)8 8 8 8 8 8 9 8 9 9 9 9 Floor Span (ft)0 0 0 0 0 0 16 0 4 4 16 16 Roof Span (ft)50 4 4 4 4 4 4 4 4 4 50 50 Wall Load (plf)160 160 160 160 160 160 180 160 180 180 180 180 Total DL (plf)321 114 114 114 114 114 183.6 114 140.4 140.4 390.6 390.6 Seis.Uplift (lbs)-212 -612 0 0 0 -0 0 0 0 Wind Uplift (lbs)-150 -549 0 0 227 -0 0 0 0 N/A CS16X32"N/A STHD14 Seismic (kips)Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO 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 2.00 L/B main floor 2.00 Roof Height 10.50 Mean roof Height 24.3 Truss Span 42 Roof Slope 6 /12 Roof Angle (deg)26.60 Sine =0.4478 Lower Truss Span 42 Lower roof Slope 3 /12 Lower roof Angle (deg)14.00 Sine =0.2419 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 24.3 Table 27.6-1 Upper floor, po 24.2 Table 27.6-1 Main floor, ph 24.2 Main floor, po 24.1 Basement floor, ph 24.1 Basement floor, po 23.8 Upper Floor (psf)Relative positioning Net Pressure 14.6 Windward 10.6 Left 9.3 Leeward 3.9 Right 9.3 Main Floor (psf) Net Pressure 14.5 Windward 10.6 Left 9.3 Leeward 3.9 Right 9.3 Basement Floor (psf) Net Pressure 14.4 Windward 10.5 Left 9.3 Leeward 3.9 Right 9.3 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 (ft2)Horizontal Force (lbs) 10.50 21.00 220.5 2728 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 5.3 21 21 0 0.0 0.0 (height)(height)(height)Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 21 219.8 210 2221.4 189 2008.9 Leeward 21 82.0 210 824.4 189 745.2 2nd Floor Diaphragm Shear Total Shear (lbs)4105 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs)7005 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs)8679 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 8830 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)43.2 13.53 13.87 Low roof (per truss)--- Lateral (lbs)H1 H2.5 Roof (per truss)2.9 272.41 142.28 Low roof (per truss)0.0 -- Exposure Adj. Factor Factors of Safety 8 Wind (Left and Right Loading) Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO 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 0.50 L/B main floor 0.50 Roof Height 10.50 Mean roof Height 25.3 Truss Span 42 Roof Slope 6 /12 Roof Angle (deg)26.60 Sine =0.4478 Lower Truss Span 42 Lower roof Slope 3 /12 Lower roof Angle (deg)14.00 Sine =0.2419 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 28.2 Table 27.6-1 Upper floor, po 28.1 Table 27.6-1 Main floor, ph 28.1 Main floor, po 28.0 Basement floor, ph 28.0 Basement floor, po 27.6 Upper Floor (psf)Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (psf) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -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 (ft2)Horizontal Force (lbs) 10.50 46.00 483 2009 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 5.3 46 47 1 5.25 19.6 (height)(height)(height)Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 16 161.3 156.6666667 1634.6 414 1444.4 Leeward 16 100.1 156.6666667 1004.4 414 887.3 2nd Floor Diaphragm Shear Total Shear (lbs)3174 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs)5679 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs)7130 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 7260 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)46.9 12.47 12.79 Low roof (per truss)5.0 116.07 119.05 Lateral (lbs)H1 H2.5 Roof (per truss)43.7 17.98 9.39 Low roof (per truss)0.4 1879.04 981.41 Exposure Adj. Factor Factors of Safety 9 Wind (Front and Back Loading) Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO PASS PASS Moment: 1.3 Moment: 1.22 PAGE WILL PRINT MAX 5 JOIST CALCS JOIST SPECIFICATION Truss Joists Truss Joists Joist Type:TJI TJI Joist Series:210 210 Joist Depth (ft):11.88 11.88 Joist Span (ft):18 17 Joist Spacing (in):16 19.2 LOAD PARAMETERS Floor Dead Load 12 12 I-Joist Passes with 1 3/4" Bearing Floor Live Load 40 40 I-Joist Passes but 3 1/2" Bearing Required Total Floor Load 52 52 I-Joist Passes but Web Stiffeners Required I-Joist Fails SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (plf)2.8 2.8 Joist Loading (plf)72 86 Max Reaction (lb)649 731 Recommended Deflection Criteria Max Moment (ft-lb)2921 3107 Tile Flooring: LL Def Limit L/720 High Traffic Areas: LL Def Limit L/480 JOIST DETERMINATION Radiant Heating: LL Def Limit L/720 Max Moment 100% (ft-lb)3795 3795 Moment FS 1.30 1.22 Max Shear 100% (lb)1655 1655 Shear FS 2.55 2.26 Bearing Required (in)2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in)0.44 0.42 Allowable Live Load Deflection (in)0.60 0.57 LL Deflection FS 1.37 1.34 Total Load Deflection Limit 240 240 Total Load Deflection (in)0.59 0.57 Allowable Total Load Deflection (in)0.90 0.85 TL Deflection FS 1.52 1.49 1 3/4" Allowable Reaction (lb)1005 1005 3 1/2" Allowable Reaction (lb)1460 1460 SELECTION 11 7/8" TJI 210 @ 16" O.C.11 7/8" TJI 210 @ 19.2" O.C. 10 Joists Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO RB-1 LVL (2) 11 7/8"2.0E 2600 Fb RB-2 Sawn (2) 2X10's DF #2 RB-3 Sawn (3) 2X10's DF #2 RB-4 Sawn (2) 2X10's DF #2 RB-5 Sawn (3) 2X10's DF #2 RB-6 Sawn (2) 2X10's DF #2 FB-1 LVL (3) 16"2.0E 2600 Fb FB-1 LVL (3) 16"2.0E 2600 Fb FB-2 Sawn (2) 2X10's DF #2 FB-3 LVL (3) 11 7/8"2.0E 2600 Fb FB-4 LVL (1) 11 7/8"2.0E 2600 Fb FB-5 Sawn (2) 2X8's DF #2 FB-6 Sawn (2) 2X10's DF #2 FB-7 Sawn (2) 2X10's DF #2 FB-8 GLB 6 3/4" x 21"24F-V4 Beam Page 1 11 Schedule Plan:Unit 1,3,5: Summerfield TownhomesDate:4/16/2020Location:Rexburg, IDAHOPASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASSLVL (2) 11 7/8"Sawn (2) 2X10's Sawn (3) 2X10's Sawn (2) 2X10's Sawn (3) 2X10's Sawn (2) 2X10's LVL (3) 16"LVL (3) 16"Sawn (2) 2X10's LVL (3) 11 7/8"LVL (1) 11 7/8"Sawn (2) 2X8's Sawn (2) 2X10's Sawn (2) 2X10's GLB 6 3/4" x 21" TL Deflection: L/581 Shear: 7.72 Moment: 1.18 Moment: 6.79 Moment: 1.46 Shear: 1.32 Moment: 1.18 Moment: 1.18 Shear: 2.92 LL Deflection: L/469 Shear: 10.5 Shear: 7.23 Moment: 1.69 Shear: 4.13 Moment: 1.03NameRB-1 RB-2 RB-3 RB-4 RB-5 RB-6 FB-1 FB-1 FB-2 FB-3 FB-4 FB-5 FB-6 FB-7 FB-8GradeLVLSawnSawnSawnSawnSawnLVLLVLSawnLVLLVLSawnSawnSawnGLBLOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf)40 40 40 40 40 40 40 40 40 30 40 40 40 40 40 Floor Total Load (psf)52 52 52 52 52 52 52 52 52 42 52 52 52 52 52Roof Live Load (psf)40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf)55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 20 20 20 20BEAM SPECIFICATIONS Beam Span (ft)16 4 15 6 5 4 20 20 3 16.5 4 2.5 5 3 20 Beam Weight (plf)12.06 5.55 8.33 5.55 8.33 5.55 24.36 24.36 5.55 18.09 6.03 4.35 5.55 5.55 34.42BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 16 16 9.25 11.88 11.88 7.25 9.25 9.25 21 Beam Width/Weight 3.5 3 4.5 3 4.5 3 5.25 5.25 3 5.25 1.75 3 3 3 6.75UNIFORM LOADING Floor Span (ft)0 0 0 0 0 0 18 18 29 24.5 7 4 17 12 17 Roof Span (ft)6 4 6 4 45 45 5 5 0 0 0 0 8 8 47 Wall Height (ft)2 5 0 0 1 1 8 8 0 0 0 0 0 0 8Total Uniform Floor Load (plf)0 0 0 0 0 0 468 468 754 514.5 182 104 442 312 442 Total Live Floor Load (plf)0 0 0 0 0 0 360 360 580 367.5 140 80 340 240 340Total Uniform Roof Load (plf)165 110 165 110 1237.5 1237.5 137.5 137.5 0 0 0 0 220 220 1292.5Total Live Roof Load (plf)120 80 120 80 900 900 100 100 0 0 0 0 160 160 940 Total Uniform Wall Load (plf)40 100 0 0 20 20 160 160 0 0 0 0 0 0 160PARTIALLY UNIFORM LOADING Partially Uniform Load 1 --------------------------------------------------------------------------- 1 Span/Height (ft)0 0 0 0 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 0 0 0 0 1 End Point (ft)0 0 0 0 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 0 0 0 0Partially Uniform Load 2 --------------------------------------------------------------------------- 2 Span/Height (ft)0 0 0 0 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 0 0 0 0 2 End Point (ft)0 0 0 0 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 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 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 0 0 0 0 3 Start Point (ft)0 0 0 0 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 0 0 0 0 3 Total Partially Uniform Load (plf)0 0 0 0 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 0 0 0 0 POINT LOADS Point Load 1 -------------------------------------------------------Floor --------------- 1 Location (ft)0 0 0 0 0 0 0 0 0 0 0 1.5 0 0 0 1 Total Load (lb)0 0 0 0 0 0 0 0 0 0 0 376 0 0 0Point Load 2 --------------------------------------------------------------------------- 2 Location (ft)0 0 0 0 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 0 0 0 0Point Load 3 --------------------------------------------------------------------------- 3 Location (ft)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Load (lb)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0TAPERED LOADS Tapered Load Starting Point (ft)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Tapered Load at Start (plf)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Tapered Load at End (plf)0 0 0 0 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 1 1 1 1Left Reaction (lb)1736 431 1300 347 3165 2526 7899 7899 1139 4394 376 286 1669 806 19289Right Reaction (lb)1736 431 1300 347 3165 2526 7899 7899 1139 4394 376 361 1669 806 19289 Max Moment (lb-ft)6946 431 4875 520 3956 2526 39493 39493 854 18124 376 294 2086 605 96446Max Shear (lb)1736 431 1300 347 3165 2526 7899 7899 1139 4394 376 361 1669 806 19289Cv1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.10 1.20 1.10 1.20 1.10 1.00 1.00 1.10 1.00 1.00 1.20 1.10 1.10 1.00 Area (in2)41.58 27.75 41.63 27.75 41.63 27.75 84.00 84.00 27.75 62.37 20.79 21.75 27.75 27.75 141.75 Moment of Inertia I (in4)489 198 297 198 297 198 1792 1792 198 734 245 95 198 198 5209 Maximum Bending Stress (lb-ft)1012 121 912 146 740 709 2116 2116 240 1761 110 134 585 170 2333 Allowable Bending Stress (lb-ft)2604 990 1080 990 1080 990 2500 2500 990 2604 2604 1080 990 990 2400Allowable Moment (lb-ft)17862 3529 5775 3529 5775 3529 46671 46671 3529 26793 8931 2365 3529 3529 99225MOMENT FS 2.57 8.19 1.18 6.79 1.46 1.40 1.18 1.18 4.13 1.48 23.75 8.04 1.69 5.84 1.03 Allowable Shear Stress (psi)285 180 180 180 180 180 285 285 180 285 285 180 180 180 265Maximum Shear Capacity (lb)7900 3330 4995 3330 4995 3330 15960 15960 3330 11850 3950 2610 3330 3330 25043SHEAR FS 4.55 7.72 3.84 9.61 1.58 1.32 2.02 2.02 2.92 2.70 10.50 7.23 2.00 4.13 1.30 Bearing Required 0.66 0.35 0.71 0.29 1.74 2.08 2.01 2.01 0.94 1.12 0.29 0.30 1.37 0.66 4.40Elastic Modulus (psi)2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 1,800,000 Live Load Deflection (in)0.18 0.00 0.29 0.01 0.03 0.02 0.47 0.47 0.00 0.42 0.00 0.00 0.02 0.00 0.50 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360Allowable Live Load Deflection (in)0.53 0.13 0.50 0.20 0.17 0.13 0.67 0.67 0.10 0.55 0.13 0.08 0.17 0.10 0.67LIVE LOAD DEFLECTION FS 2.92 90.70 1.72 26.87 6.19 8.06 1.43 1.43 29.65 1.30 80.06 56.05 7.43 43.00 1.34 Total Load Deflection (in)0.33 0.00 0.42 0.01 0.04 0.02 0.80 0.80 0.00 0.61 0.00 0.00 0.03 0.00 0.75Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240Allowable Total Load Deflection (in)0.80 0.20 0.75 0.30 0.25 0.20 1.00 1.00 0.15 0.83 0.20 0.13 0.25 0.15 1.00 TOTAL LOAD DEFLECTION FS 2.42 50.49 1.79 27.91 6.60 8.62 1.25 1.25 33.96 1.35 89.41 63.83 8.35 47.99 1.34 SELECTION LVL Sawn Sawn Sawn Sawn Sawn LVL LVL Sawn LVL LVL Sawn Sawn Sawn GLB(2) 11 7/8"(2) 2X10's (3) 2X10's (2) 2X10's (3) 2X10's (2) 2X10's (3) 16"(3) 16"(2) 2X10's (3) 11 7/8"(1) 11 7/8"(2) 2X8's (2) 2X10's (2) 2X10's 6 3/4" x 21" 12 Beams Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO PASS PASS PASS 6x6 POST 6x6 POST (5) 2x4 FS: 32.82 FS: 1 FS: 1.05 Covered Porch FB-1 Girder RB3&4 ------ COLUMN DIMENSIONS: Total Column Length (ft):9 9 9 X-Unbraced Length (ft):9 9 9 Y-Unbraced Length (ft):9 0 0 MATERIAL SPECS: Material:Doug Fir #2 Doug Fir #2 Doug Fir #2 Depth-x (in):5.5 5.5 3.5 Width-y (in):5.5 5.5 1.5 # Members 3 1 5 Area (in2):90.75 30.25 26.25 Axial Load:1,647 19,569 11,671 MATERIAL PROPERTIES: Fc 700 700 1,350 E 1,300,000 1,300,000 1,600,000 Emin 470,000 470,000 580,000 Lex/dx 19.64 19.64 30.86 Ley/dy 6.55 0.00 0.00 FACTORS: Cd 1 1.15 1.15 Cf 1.1 1.1 1.15 Ke 1 1 1 Fc*770 886 1,785 Fce 1,002 1,002 501 Cp 0.77 0.73 0.26 F'c 596 648 468 Allowable Load 54,042 19,605 12,273 Location: 13 Posts Plan:Unit 1,3,5: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO PASS PASS PASS FS: 1.27 FS: 1.23 FS: 1.03 INPUT Location:Girder & FB-3 Girder & FB-10 Girder & FB-10 Callout 16" Sonotube S-48 54"X72"X10" Spot Load (lb)1,647 19,569 39,138 SPECS Soil Bearing Pressure (psf)1500 1500 1500 Footing Width/Diameter (in)16 48 54 Footing Length/Diameter (in)16 48 72 Footing Depth (in)30 12 10 CALCULATIONS Area Required (ft2)1.10 13.05 26.09 Area Provided (ft2)1.40 16.00 27.00 SELECTION 16" Sonotube S-48 54"X72"X10" Spot 16" Sonotube 30" Deep with (4) Vertical #4 Bars 48" Square by 12" Deep Concrete Footing with (6) #4 Bars Each Way 54"X72"X10" Spot W/ #4 bars @ 8" O.C. E.W. 14 Spot Footings Footings 5 Seismic 6 Shear 7 Wind (Left & Right Loading)8 Wind (Front & Back Loading)9 Joists 10 Beam Schedule 11 Beams 12 Table of Contents Plan:Unit 2,4: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO 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 21.84 48.88 ---15 8 21,776 10,613 32,389 Floor Live Load (psf):40 Floor 2 20.79 46 8 12 12,263 23,342 35,606 Floor Dead Load (psf):12 Floor 1 21.84 49 9 12 6,312 14,144 20,456 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 24.25 32.39 785 67%3.35 3.35 3.35 Floor 2 10.00 35.61 392 33%5.02 1.67 5.02 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0%5.02 0.00 5.02 Roof Slope (x/12):6 TOTALS 0.00 67.99 1,177 5,021 ------5.02 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class:D Fa:1.32 R:6.5 SS:0.600 SMS:0.792 SDS:0.527 CS:0.081 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.074 SHEAR DISTRIBUTION Base Shear Force lb:5,021 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:2,629 Roof Lateral Force lb:2,392 Diaphragm Loading (plf):57 Diaphragm FS 2.99 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 2 Seismic Plan:Unit 2,4: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO seismic wind # of Units 3 total left/right front/back SW-1 240 336 2nd Floor 3.4 kips 4.1 3.2 SW-1 350 490 1st Floor 1.7 kips 2.9 2.5 SW-2 450 630 Basement 0.0 kips 1.7 1.5 SW-3 585 819 Location Front Wall Back Wall Left Wall Right Wall Front Wall Garage Left Wall Right Wall A A Front side Back side Left side Right side Front side Back side Left side Right side Front side Front side Floor 2 2 2 2 1 1 1 1 1 1 Lines up w/none none none none second floor second floor second floor second floor none none Width 21 21 45 45 21 21 47 47 0 0 Depth 45 45 21 21 47 47 21 21 0 0 Area (sqft)472.5 472.5 472.5 472.5 577.5 493.5 535.5 535.5 0 0 Force (lb)1672 1672 1672 1672 904 772 838 838 0 0 1675 1675 1675 1675 901 770 835 835 0 0 % of floor 50%50%50%50%54%46%50%50%0%0% Flr. Diaphragm 413 413 413 413 222 190 206 206 0 0 Transfered Forces 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 1675 1675 1675 1675 0 0 Total Seismic 1675 1675 1675 1675 2576 2445 2511 2511 0 0 Wind (lb)1584 1584 2049 2049 1355 1158 1455 1455 0 0 Adj. Force 1587 1587 2053 2053 1351 1154 1450 1450 0 0 % of total 50%50%50%50%54%46%50%50%0%0% Total Wind 1587 1587 2053 2053 2938 2741 3503 3503 0 0 Shear Wall 11.5 12.5 45 45 11 portal 47 47 10 10 Aspect Ratio 1 0.97 1 1 1 1 1 1 1 PSW Adj. Co 0.79 0.8 1 1 0.83 1 1 1 1 Seis Load (plf)146 134 37 37 234 53 53 0 0 Wind Load (plf)138.0 127.0 45.6 45.6 267.1 74.5 74.5 0.0 0.0 Shear Wall 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%50%100%100%100%100% Wall Length (ft)16 21 45 45 16 2.5 47 47 10 10 Wall Height (ft)8 8 8 8 9 8 9 9 9 9 Floor Span (ft)0 0 0 0 16 0 4 4 16 16 Roof Span (ft)50 50 4 4 4 4 4 4 50 50 Wall Load (plf)160 160 160 160 180 160 180 180 180 180 Total DL (plf)321 321 114 114 183.6 114 140.4 140.4 390.6 390.6 Seis.Uplift (lbs)0 0 0 0 0 -0 0 0 0 Wind Uplift (lbs)0 0 0 0 221 -0 0 0 0 STHD14 Seismic (kips)Wind (kips) Shear Wall Allowable Loads (plf) 3 Shear Plan:Unit 2,4: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO 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 2.00 L/B main floor 2.00 Roof Height 10.50 Mean roof Height 24.3 Truss Span 42 Roof Slope 6 /12 Roof Angle (deg)26.60 Sine =0.4478 Lower Truss Span 42 Lower roof Slope 3 /12 Lower roof Angle (deg)14.00 Sine =0.2419 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 24.3 Table 27.6-1 Upper floor, po 24.2 Table 27.6-1 Main floor, ph 24.2 Main floor, po 24.1 Basement floor, ph 24.1 Basement floor, po 23.8 Upper Floor (psf)Relative positioning Net Pressure 14.6 Windward 10.6 Left 9.3 Leeward 3.9 Right 9.3 Main Floor (psf) Net Pressure 14.5 Windward 10.6 Left 9.3 Leeward 3.9 Right 9.3 Basement Floor (psf) Net Pressure 14.4 Windward 10.5 Left 9.3 Leeward 3.9 Right 9.3 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 (ft2)Horizontal Force (lbs) 10.50 21.00 220.5 2728 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 5.3 21 21 0 0.0 0.0 (height)(height)(height)Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 21 219.8 210 2221.4 189 2008.9 Leeward 21 82.0 210 824.4 189 745.2 2nd Floor Diaphragm Shear Total Shear (lbs)4105 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs)7005 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs)8679 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 8830 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)43.2 13.53 13.87 Low roof (per truss)--- Lateral (lbs)H1 H2.5 Roof (per truss)2.9 272.41 142.28 Low roof (per truss)0.0 -- Exposure Adj. Factor Factors of Safety 4 Wind (Left and Right Loading) Plan:Unit 2,4: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO 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 0.50 L/B main floor 0.50 Roof Height 10.50 Mean roof Height 25.3 Truss Span 42 Roof Slope 6 /12 Roof Angle (deg)26.60 Sine =0.4478 Lower Truss Span 42 Lower roof Slope 3 /12 Lower roof Angle (deg)14.00 Sine =0.2419 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 28.2 Table 27.6-1 Upper floor, po 28.1 Table 27.6-1 Main floor, ph 28.1 Main floor, po 28.0 Basement floor, ph 28.0 Basement floor, po 27.6 Upper Floor (psf)Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (psf) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -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 (ft2)Horizontal Force (lbs) 10.50 46.00 483 2009 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 5.3 46 47 1 5.25 19.6 (height)(height)(height)Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 16 161.3 156.6666667 1634.6 414 1444.4 Leeward 16 100.1 156.6666667 1004.4 414 887.3 2nd Floor Diaphragm Shear Total Shear (lbs)3174 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs)5679 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs)7130 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 7260 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)46.9 12.47 12.79 Low roof (per truss)5.0 116.07 119.05 Lateral (lbs)H1 H2.5 Roof (per truss)43.7 17.98 9.39 Low roof (per truss)0.4 1879.04 981.41 Exposure Adj. Factor Factors of Safety 5 Wind (Front and Back Loading) Plan:Unit 2,4: Summerfield Townhomes Date:4/16/2020 Location:Rexburg, IDAHO RB-1 LVL (2) 11 7/8"2.0E 2600 Fb RB-2 Sawn (2) 2X10's DF #2 RB-3 Sawn (3) 2X10's DF #2 RB-4 Sawn (2) 2X10's DF #2 RB-5 Sawn (3) 2X10's DF #2 RB-6 Sawn (2) 2X10's DF #2 FB-1 LVL (3) 16"2.0E 2600 Fb FB-2 Sawn (2) 2X10's DF #2 FB-3 LVL (2) 16"2.0E 2600 Fb FB-4 LVL (1) 11 7/8"2.0E 2600 Fb FB-5 LVL (1) 11 7/8"2.0E 2600 Fb FB-6 Sawn (2) 2X10's DF #2 FB-7 Sawn (2) 2X10's DF #2 Beam Page 1 6 Schedule Plan:Unit 2,4: Summerfield TownhomesDate:4/16/2020Location:Rexburg, IDAHOPASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8"Sawn (2) 2X10's Sawn (3) 2X10's Sawn (2) 2X10's Sawn (3) 2X10's Sawn (2) 2X10's LVL (3) 16"Sawn (2) 2X10's LVL (2) 16"LVL (1) 11 7/8"LVL (1) 11 7/8"Sawn (2) 2X10's Sawn (2) 2X10's TL Deflection: L/581 Moment: 5.24 Moment: 1.41 Moment: 6.79 Moment: 1.46 Shear: 1.32 Moment: 1.17 Shear: 2.92 Moment: 1.04 Shear: 10.5 Shear: 10.88 Moment: 2.03 Shear: 5.19 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 FB-1 FB-2 FB-3 FB-4 FB-5 FB-6 FB-7 Grade LVL Sawn Sawn Sawn Sawn Sawn LVL Sawn LVL LVL LVL Sawn SawnLOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASSFloor Live Load (psf)40 40 40 40 40 40 40 40 40 40 40 40 40Floor Total Load (psf)52 52 52 52 52 52 52 52 52 52 52 52 52Roof Live Load (psf)40 40 40 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf)55 55 55 55 55 55 55 55 55 55 55 55 55 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 5 15 6 5 4 20.5 3 17 4 2.5 5 3 Beam Weight (plf)12.06 5.55 8.33 5.55 8.33 5.55 24.36 5.55 16.24 6.03 6.03 5.55 5.55 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 16 9.25 16 11.88 11.88 9.25 9.25 Beam Width/Weight 3.5 3 4.5 3 4.5 3 5.25 3 3.5 1.75 1.75 3 3 UNIFORM LOADING Floor Span (ft)0 0 0 0 0 0 18 29 25 7 4 17 12 Roof Span (ft)6 4 5 4 45 45 4 0 0 0 0 4 4 Wall Height (ft)2 5 0 0 1 1 8 0 8 0 0 0 0Total Uniform Floor Load (plf)0 0 0 0 0 0 468 754 650 182 104 442 312 Total Live Floor Load (plf)0 0 0 0 0 0 360 580 500 140 80 340 240 Total Uniform Roof Load (plf)165 110 137.5 110 1237.5 1237.5 110 0 0 0 0 110 110 Total Live Roof Load (plf)120 80 100 80 900 900 80 0 0 0 0 80 80 Total Uniform Wall Load (plf)40 100 0 0 20 20 160 0 160 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 0 0 1 Start Point (ft)0 0 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 0 0 1 Totally Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 0 0 0Partially Uniform Load 2 ----------------------------------------------------------------- 2 Span/Height (ft)0 0 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 0 0 2 End Point (ft)0 0 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 0 0 2 Total Live Partially Uniform Load (plf)0 0 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 0 0 3 Start Point (ft)0 0 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 0 0 3 Total Partially Uniform Load (plf)0 0 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 0 0POINT LOADS Point Load 1 --------------------------------------------------Floor ---------- 1 Location (ft)0 0 0 0 0 0 0 0 0 0 1.5 0 0 1 Total Load (lb)0 0 0 0 0 0 0 0 0 0 376 0 0 Point Load 2 ----------------------------------------------------------------- 2 Location (ft)0 0 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 0 0 Point Load 3 ----------------------------------------------------------------- 3 Location (ft)0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Load (lb)0 0 0 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft)0 0 0 0 0 0 0 0 0 0 0 0 0Tapered Load Ending Point (ft)0 0 0 0 0 0 0 0 0 0 0 0 0Tapered Load at Start (plf)0 0 0 0 0 0 0 0 0 0 0 0 0Tapered Load at End (plf)0 0 0 0 0 0 0 0 0 0 0 0 0REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb)1736 539 1094 347 3165 2526 7814 1139 7023 376 288 1394 641 Right Reaction (lb)1736 539 1094 347 3165 2526 7814 1139 7023 376 363 1394 641 Max Moment (lb-ft)6946 674 4101 520 3956 2526 40047 854 29848 376 295 1742 481 Max Shear (lb)1736 539 1094 347 3165 2526 7814 1139 7023 376 363 1394 641 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.10 1.20 1.10 1.20 1.10 1.00 1.10 1.00 1.00 1.00 1.10 1.10 Area (in2)41.58 27.75 41.63 27.75 41.63 27.75 84.00 27.75 56.00 20.79 20.79 27.75 27.75 Moment of Inertia I (in4)489 198 297 198 297 198 1792 198 1195 245 245 198 198Maximum Bending Stress (lb-ft)1012 189 767 146 740 709 2145 240 2398 110 86 489 135Allowable Bending Stress (lb-ft)2604 990 1080 990 1080 990 2500 990 2500 2604 2604 990 990 Allowable Moment (lb-ft)17862 3529 5775 3529 5775 3529 46671 3529 31114 8931 8931 3529 3529 MOMENT FS 2.57 5.24 1.41 6.79 1.46 1.40 1.17 4.13 1.04 23.75 30.24 2.03 7.34 Allowable Shear Stress (psi)285 180 180 180 180 180 285 180 285 285 285 180 180 Maximum Shear Capacity (lb)7900 3330 4995 3330 4995 3330 15960 3330 10640 3950 3950 3330 3330 SHEAR FS 4.55 6.18 4.57 9.61 1.58 1.32 2.04 2.92 1.52 10.50 10.88 2.39 5.19 Bearing Required 0.66 0.44 0.60 0.29 1.74 2.08 1.98 0.94 2.68 0.29 0.28 1.15 0.53 Elastic Modulus (psi)2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 2,000,000 2,000,000 1,600,000 1,600,000 Live Load Deflection (in)0.18 0.00 0.24 0.01 0.03 0.02 0.49 0.00 0.40 0.00 0.00 0.02 0.00Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360Allowable Live Load Deflection (in)0.53 0.17 0.50 0.20 0.17 0.13 0.68 0.10 0.57 0.13 0.08 0.17 0.10LIVE LOAD DEFLECTION FS 2.92 46.44 2.06 26.87 6.19 8.06 1.39 29.65 1.43 80.06 179.81 8.85 53.75Total Load Deflection (in)0.33 0.01 0.35 0.01 0.04 0.02 0.85 0.00 0.66 0.00 0.00 0.03 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.80 0.25 0.75 0.30 0.25 0.20 1.03 0.15 0.85 0.20 0.13 0.25 0.15 TOTAL LOAD DEFLECTION FS 2.42 25.85 2.12 27.91 6.60 8.62 1.20 33.96 1.30 89.41 203.77 9.99 60.34 SELECTION LVL Sawn Sawn Sawn Sawn Sawn LVL Sawn LVL LVL LVL Sawn Sawn (2) 11 7/8"(2) 2X10's (3) 2X10's (2) 2X10's (3) 2X10's (2) 2X10's (3) 16"(2) 2X10's (2) 16"(1) 11 7/8"(1) 11 7/8"(2) 2X10's (2) 2X10's 7 Beams