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STRUCTURAL CALCS - 23-00824 - 2212 W 690 S - New SFR
10/24/2023 Structural Design (801) 876-3501 Structural Calculations Magnolia Base SF7B15 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 10/24/2023 10/24/2023 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Magnolia Base Location: SF7B15 From: York Engineering Inc. 4883 Old Highway Rd. Suite A Morgan, Utah 84050 (801) 876-3501 Design Criteria 2021 IBC/2021 IRC 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: C 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 = 38 pcf, slope not to exceed 20% Setback:See IRC section R403.1.7 Dimensional Lumber: Doug Fir #2 or better Posts and Timbers: Doug Fir #1 or better Steel: ASTM Grade 50 1. 2. Contractor shall assure that all materials are used per manufactures recommendations. 3. Site engineering and liability shall be provided by the owner/builder as required. 4. 5.The contractor shall conform to all building codes and practices as per the current IRC 6.Provide solid blocking through structure down to footing for all load paths 7. Builder shall follow all recommendations found in all applicable geotechnical reports. 8. 9. Attach (2) ply headers together with (3) 16d at 12" O.C. [(2) 16d OK for 2x6 headers], use (3) 16d at 12" O.C. each side of (3) ply headers [use (4) 16d when header height is greater than 11"]. Attach (4) ply headers together with (2) 1/2" through bolts at 16" O.C. or (2) SDS 1/4" x 6" screws at 16" O.C. each side of header U.N.O., see plan. 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 is per IRC Section R403.1.7.2. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. All footings, foundations, and interior slabs shall be normal wt. concrete with a compressive strength of 2,500 PSI min. U.N.O. to meet strength requirements (see calcs., no special inspections required U.N.O., see plan) however, per IRC 402.2 use 3000 PSI concrete for durability purposes. 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. The following general requirements shall be followed during construction: 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, contractor shall notify York Engineering prior to construction. Prefab 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. This engineering assumes that the site is stable having no global stability concerns or hazards. If this is not true, contact soils engineer and provide soils/slope stability report to York Engineering for review and further design. 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. York Engineering liability is limited to five times the fee collected for services. The contractor(s) must read, understand, and accept all York Engineering documents applicable to this design prior to utilizing the design. By using the design, the owner/contractor accepts the design, assumed loads, and limits on liability stated. If any discrepancies occur between the structural and other project documents, notify York Engineering of the discrepancy prior to construction. 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 Beams (2) 14 Beams (3) 15 Studs 16 Spot Footings 17 Table of Contents Elevation: 4800 Utah Snow Load Utah Snow Loads Idaho Snow Load Idaho Snow Loads Pg (psf)49 Ce 1 Ct 1 I 1 Cs 1 Pf (psf)40 SNOW CALCULATION: 5 Snow Load Calculation Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.04 FS: 1.04 FS: 1.66 FS: 2.74 FS: 1.27 DL+0.75LL+0.75S DL+0.75LL+0.75S DL+S DL+0.75LL+0.75S DL+0.75LL+0.75S 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) 50 50 30 4 30 Floor Span (ft) 39 39 8 8 23 Wall Height (ft) 9 9 18 19 18 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.12 2.12 1.23 0.64 1.52 FOOTING SPECS Footing Width (in) 20 20 20 20 18 Footing Height (in) 10 10 10 10 10 FOUNDATION Height Above Grade (ft) 0.67 0.67 0.67 0.67 0.67 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 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/lft) 2.40 2.40 1.51 0.91 1.77 Soil Load (ksf) 1.44 1.44 0.90 0.55 1.18 FOOTING SELECTION F-20 F-20 F-20 F-20 F-18 6 Footings Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 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) Shear (lb) Roof Dead Load (psf): 15 Roof 56.259 47.376 ---15 8 31,460 11,568 43,028 2,174 Floor Live Load (psf): 40 Floor 2 30.848 41 8 12 46,652 30,222 76,874 3,884 Floor Dead Load (psf): 12 Floor 1 56.259 47 9 12 17,448 20,727 38,175 1,929 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf):115 HX (ft) WX (kip) HX x WX % Force Total Shear (kip)FX VX Suspended Slab Live Load (psf): 60 Roof 23.50 43.03 1,011 54% 3.30 3.30 3.30 Floor 2 10.00 76.87 846 46% 6.06 2.76 6.06 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 6.06 0.00 6.06 Roof Slope (x/12):8 TOTALS 0.00 119.90 1,857 6,058 --- --- 6.06 Roof Pitch (θ):33.69 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.51 R: 6.5 SS:0.358 SMS:0.542 SDS:0.361 CS:0.056 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.051 SHEAR DISTRIBUTION Base Shear Force lb:6,058 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:3,884 Roof Lateral Force lb:2,174 Diaphragm Loading (plf): 23 Diaphragm FS 7.41 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 7 Seismic Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 seismic wind total left/right front/back SW-1 240 336 2nd Floor 3.3 kips 5.2 7.0 SW-1 350 490 1st Floor 2.8 kips 10.4 6.9 SW-2 450 630 Basement 0.0 kips 4.4 3.6 SW-3 585 819 Location Bed 2 Loft Left Loft Right Back Side Left Side Bed 5 Loft A A A A A Front side Front side Front side Back side Left side Right side Right side Front side Front side Front side Front side Front side Floor 2 2 2 2 2 2 2 1 1 1 1 1 Lines up w/ none none none none none none none none none none none none Width 11.5 9.75 10.5 28.25 43 15.75 24.75 0 0 0 0 0 Depth 43 42 35 45 29.5 28.25 33.5 0 0 0 0 0 Area (sqft) 247.25 204.75 183.75 635.625 634.25 222.46875 414.5625 0 0 0 0 0 Force (lb) 638 528 474 1640 1636 574 1070 0 0 0 0 0 Adj. Force 642 531 477 1649 1646 577 1076 0 0 0 0 0 % of floor 19% 16% 14% 50% 50% 17% 33% 0% 0% 0% 0% 0% Flr. Diaphragm 186 154 138 477 476 167 311 0 0 0 0 0 Transferred Source none none 2-front-Loft Left none none none none none none none none none Transfered Forces 0 0 531 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 642 531 1008 1649 1646 577 1076 0 0 0 0 0 Wind (lb) 1355 1122 1007 3483 2576 904 1684 0 0 0 0 0 Adj. Force 1363 1129 1013 3503 2591 909 1694 0 0 0 0 0 % of total 19% 16% 14% 50% 50% 17% 33% 0% 0% 0% 0% 0% Total Wind 1363 1129 2141 3503 2591 909 1694 0 0 0 0 0 Sheathing 7/16" 7/16" 7/16" (16" o.c.)7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" Shear Wall 5.28 Transferred 5.28 17.68 35.5 15.75 22.25 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 0.78 0.93 0.78 0.86 1 1 1 1 1 1 1 Seis Load (plf) 122 191 93 46 37 48 0 0 0 0 0 Wind Adj Load (plf)118.5 0.0 203.9 124.0 60.3 57.7 76.1 0.0 0.0 0.0 0.0 0.0 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 11.5 Transferred 10.5 28.25 43 15.75 22.25 10 10 10 10 10 Wall Height (ft) 8 8 8 8 8 8 8 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 4 25 0 0 0 0 0 0 0 0 0 Wall Load (plf) 160 160 160 160 160 160 160 180 180 180 180 180 Total DL (plf) 114 114 208.5 96 96 96 96 108 108 108 108 108 Seis.Uplift (lbs)0 - 0 0 0 0 0 0 0 0 0 0 Wind Uplift (lbs)375 - 577 0 0 0 0 0 0 0 0 0 CS16X36" CS16X36" Location Office/Entry Garage 3rd Car Back Side Left Side 3rd Car Master garage A A A A Front side Front side Front side Back side Left side Right side Left/Right midFront/Back midFront side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ 2-front-Bed 22-front-Loft Right none 2-back-Back Side2-Left-Left Side2-right-Loft 2-right-Bed 52-front-Loft Right none none none none Width 20.75 24 12 57 43 42 23.5 24 0 0 0 0 Depth 43 24 42 45 53 35.5 57 48 0 0 0 0 Area (sqft) 550.125 288 252 1282.5 1243.5 745.5 669.75 576 0 0 0 0 Force (lb) 569 298 261 1328 1287 772 693 596 0 0 0 0 Adj. Force 515 269 236 1200 1290 774 695 539 0 0 0 0 % of floor 19% 10% 9% 43% 47% 28% 25% 20% 0% 0% 0% 0% Adj Flr. Dia. 163 85 0 379 373 224 201 170 0 0 0 0 Transferred Source none none none none none none none none none none none none Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 642 714 0 1649 1646 1076 577 294 0 0 0 0 Total Seismic 1170 991 236 2882 2936 1849 1272 848 0 0 0 0 Wind (lb) 1425 746 653 3321 4867 2918 2622 1492 0 0 0 0 Adj. Force 1288 674 590 3002 4879 2925 2628 1348 0 0 0 0 % of total 19% 10% 9% 43% 47% 28% 25% 20% 0% 0% 0% 0% Total Wind 2650 2191 590 6505 7470 4619 3537 1973 0 0 0 0 Sheathing 7/16" (16" o.c.)7/16" (16" o.c.)7/16" 7/16" (16" o.c.)7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" Shear Wall 8.6 8 Portal 23.25 25 39 23.5 12 10 10 10 10 Aspect Ratio 1 0.96 Frame 1 1 1 1 1 1 1 1 1 PSW Adj. Co 0.86 1 0.78 0.82 1 1 1 1 1 1 1 Seis Adj Load (plf)78.0 123.9 0.0 80.0 74.8 47.4 54.1 70.6 0.0 0.0 0.0 0.0 Wind Adj Load (plf)176.7 273.9 0.0 180.7 190.3 118.4 150.5 164.4 0.0 0.0 0.0 0.0 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 50% 100% 100% 100% 32% 100% 100% 100% 100% 100% 100% Wall Length (ft) 15 3.75 Portal 36 39.25 12.5 23.5 12 10 10 10 10 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 4 0 0 0 0 0 0 26 0 0 0 0 Roof Span (ft) 4 8 0 0 0 4 0 0 0 0 0 0 Wall Load (plf) 180 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 140.4 144 108 108 108 126 108 201.6 108 108 108 108 Seis.Uplift (lbs)0 919 - 0 0 0 0 0 0 0 0 0 Wind Uplift (lbs)625 2359 - 0 0 278 86 270 0 0 0 0 STHD10 STHD14 STHD14 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 1 Shear8 Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 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 1.34 L/B main floor 0.84 Roof Height 9.00 Mean roof Height 23.5 Truss Span 27 Roof Slope 8 /12 Roof Angle (deg) 33.69 Sine = 0.5547 Lower Truss Span 50 Lower roof Slope 8 /12 Lower roof Angle (deg) 33.69 Sine = 0.5547 Load combination factor 0.6 (ASCE 7-16 2.4.1) Upper floor, ph 22.6 Table 27.6-1 Upper floor, po 23.6 Table 27.6-1 Main floor, ph 23.6 Main floor, po 23.6 Basement floor, ph 23.6 Basement floor, po 23.2 Upper Floor (psf)Relative positioning Net Pressure 13.9 Windward 9.2 Left 6.9 Leeward 4.6 Right 6.9 Main Floor (psf) Net Pressure 14.2 Windward 8.8 Left 7.7 Leeward 5.4 Right 7.7 Basement Floor (psf) Net Pressure 14.0 Windward 8.7 Left 7.6 Leeward 5.4 Right 7.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -5.4 -9.3 0.840 Load Case 2 6.6 -4.5 Lower Roof (psf) Load Case 1 -5.1 -8.9 Load Case 2 6.3 -4.3 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 9.00 32.00 288.0 3196 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 16.7 32 57 25 416.7 4400.9 (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 57 493.4 570 4998.6 288 2658.0 Leeward 57 306.2 570 3071.6 288 1335.6 2nd Floor Diaphragm Shear Total Shear (lbs) 5193 1st Floor Diaphragm Shear Total Shear (lbs) 15626 Basement Diaphragm Shear Total Shear (lbs) 20061 Base Wind Shear 20461 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -45.1 -12.98 -13.32 Low roof (per truss) -101.2 -5.78 -5.93 Lateral (lbs)H1 H2.5 Roof (per truss) 2.5 314.03 164.02 Low roof (per truss) 1.7 475.42 248.31 Factors of Safety Exposure Adj. Factor Elevation Adj. Factor 9 Wind (Left and Right Loading) Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 FRONT AND BACK 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 0.74 L/B main floor 1.19 Roof Height 9.00 Mean roof Height 23.5 Truss Span 27 Roof Slope 8 /12 Roof Angle (deg) 33.69 Sine = 0.5547 Lower Truss Span 50 Lower roof Slope 8 /12 Lower roof Angle (deg) 33.69 Sine = 0.5547 Load combination factor 0.6 (ASCE 7-16 2.4.1) Upper floor, ph 23.7 Table 27.6-1 Upper floor, po 23.0 Table 27.6-1 Main floor, ph 23.0 Main floor, po 22.9 Basement floor, ph 22.9 Basement floor, po 22.6 Upper Floor (psf)Relative positioning Net Pressure 14.0 Windward 8.6 Left 7.7 Leeward 5.4 Right 7.7 Main Floor (psf) Net Pressure 13.8 Windward 8.8 Left 7.2 Leeward 5.0 Right 7.2 Basement Floor (psf) Net Pressure 13.7 Windward 8.7 Left 7.2 Leeward 4.9 Right 7.2 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -5.4 -9.3 0.840 Load Case 2 6.6 -4.5 Lower Roof (psf) Load Case 1 -5.1 -8.9 Load Case 2 6.3 -4.3 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 9.00 43.00 387.0 4295 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 16.7 43 48 5 83.3 880.2 (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 48 418.3 480 4236.0 387 3333.3 Leeward 48 237.4 480 2382.8 387 2091.4 2nd Floor Diaphragm Shear Total Shear (lbs) 7008 1st Floor Diaphragm Shear Total Shear (lbs) 13910 Basement Diaphragm Shear Total Shear (lbs) 17547 Base Wind Shear 17875 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -45.1 -12.98 -13.32 Low roof (per truss) -101.2 -5.78 -5.93 Lateral (lbs)H1 H2.5 Roof (per truss) 3.4 233.70 122.06 Low roof (per truss) 0.3 2377.08 1241.53 Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 10 Wind (Left and Right Loading) Plan: Magnolia Base Date: 10/24/2023 Location: SF7B15 PASS PASS PASS LL Deflection: 1.8 LL Deflection: 1.68 Moment: 1.47 JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Truss Joists Truss Joists Joist Type:TJI TJI TJI TJI TJI Joist Series:360 360 210 210 210 Joist Depth (in): 14 14 11.88 11.88 11.88 Joist Span (ft):22.5 19.5 15.5 2 2 Joist Spacing (in): 12 19.2 19.2 16 16 LOAD PARAMETERS Floor Dead Load 12 12 12 12 12 Floor Live Load 40 40 40 40 40 Total Floor Load 52 52 52 52 52 Pressure Treated (Sawn Only) No No No No No SIMPLE SPAN JOIST Duration Increase 1 1 1 1 1 Joist Weight (plf)3.3 3.3 2.8 2.8 2.8 Joist Loading (plf)55 87 86 72 72 Max Reaction (lb)622 843 667 72 72 Max Moment (ft-lb)3499 4111 2583 36 36 JOIST DETERMINATION Max Moment 100% (ft-lb)7335 7335 3795 3795 3795 Max Bending Stress (Sawn Only) (psi)857.0 1006.9 878.4 12.3 12.3 Moment FS 2.10 1.78 1.47 105.22 105.22 Max Shear Capacity (lb)1955 1955 1655 1655 1655 Shear FS 3.14 2.32 2.48 22.94 22.94 Bearing Required (in)2.00 2.00 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 360 360 Live Load Deflection (in)0.42 0.39 0.30 0.00 0.00 Allowable Live Load Deflection (in)0.75 0.65 0.52 0.07 0.07 LL Deflection FS 1.80 1.68 1.73 123.36 123.36 Total Load Deflection Limit 240 240 240 240 240 Total Load Deflection (in)0.57 0.52 0.40 0.00 0.00 Allowable Total Load Deflection (in)1.13 0.98 0.78 0.10 0.10 TL Deflection FS 1.96 1.87 1.93 136.82 136.82 SELECTION 14" TJI 360 @ 12" O.C.14" TJI 360 @ 19.2" O.C.11 7/8" TJI 210 @ 19.2" O.C.11 7/8" TJI 210 @ 16" O.C.11 7/8" TJI 210 @ 16" O.C. 11 Joists Plan: Magnolia Base Date:######## Location: SF7B15 Beam Page 3 RB-1: (2) 1 3/4" x 14" LVL 2.0E 2600 Fb FB-1: 6 3/4" x 21" GLB 24F-V4 FB-15: (2) 2X8's DF #2 RB-2: (2) 2X10's DF #2 FB-2: (2) 2X8's DF #2 FB-16: (3) 2X10's DF #2 RB-3: (2) 2X10's DF #2 FB-3: (2) 2X8's DF #2 FB-17: (2) 1 3/4" x 7 1/4" LVL 2.0E 2600 Fb RB-4: (2) 2X10's DF #2 FB-4: (3) 1 3/4" x 9 1/2" LVL 2.0E 2600 Fb MFB-1: (2) 2X8's DF #2 RB-5: (2) 1 3/4" x 9 1/2" LVL 2.0E 2600 Fb FB-4: (2) 1 3/4" x 14" LVL 2.0E 2600 Fb MFB-2: (2) 1 3/4" x 7 1/4" LVL 2.0E 2600 Fb RB-6: (2) 2X10's DF #2 FB-5: (2) 1 3/4" x 7 1/4" LVL 2.0E 2600 Fb MFB-3: (3) 1 3/4" x 7 1/4" LVL 2.0E 2600 Fb RB-7: (2) 1 3/4" x 11 7/8" LVL2.0E 2600 Fb FB-6: (2) 1 3/4" x 9 1/2" LVL 2.0E 2600 Fb MFB-4: (2) 1 3/4" x 7 1/4" LVL 2.0E 2600 Fb RB-5: (2) 2X10's DF #2 FB-7: (2) 2X8's DF #2 MFB-5: (1) 1 3/4" x 11 7/8" LVL2.0E 2600 Fb RB-6: (2) 2X10's DF #2 FB-8: (1) 1 3/4" x 14" LVL 2.0E 2600 Fb MFB-6: (2) 2X8's DF #2 RB-7: (2) 2X10's DF #2 FB-9: (1) 1 3/4" x 14" LVL 2.0E 2600 Fb RB-8: (2) 1 3/4" x 9 1/2" LVL 2.0E 2600 Fb FB-10: (2) 2X8's DF #2 RB-9: (2) 2X10's DF #2 FB-11: (1) 1 3/4" x 14" LVL 2.0E 2600 Fb RB-9: (2) 1 3/4" x 11 7/8" LVL2.0E 2600 Fb FB-12: (1) 1 3/4" x 14" LVL 2.0E 2600 Fb FB-13: (2) 2X8's DF #2 FB-14: (2) 2X8's DF #2 Beam Page 1 Beam Page 2 12 Schedule Plan: Magnolia Base Date: 10/24/2023 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required Location: SF7B15 Craftsman Craftsman Craftsman Farmhouse Farmhouse Farmhouse Farmhouse Farmhouse Farmhouse PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 1 3/4" x 14" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 1 3/4" x 9 1/2" LVL (2) 2X10's DF #2 (2) 1 3/4" x 11 7/8" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 1 3/4" x 9 1/2" LVL (2) 2X10's DF #2 (2) 1 3/4" x 11 7/8" LVL TL Deflection: L/451 Moment: 1.9 Moment: 1.9 Shear: 2.94 Shear: 1.88 Shear: 2.93 Shear: 1.57 Shear: 3.14 Moment: 3.22 Moment: 3.22 Shear: 1.88 Shear: 3.14 Shear: 1.57 Controlling Load Case DL+S DL+S DL+S DL+S DL+0.75LL+0.75S DL+S DL+S DL+S DL+S DL+S DL+0.75LL+0.75S DL+S DL+S Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-5 RB-6 RB-7 RB-8 RB-9 RB-9 Grade LVL DF #2 DF #2 DF #2 LVL DF #2 LVL DF #2 DF #2 DF #2 LVL DF #2 LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS POST Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 52 52 52 Roof 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)18 10 10 4 6 3 9 4 6 6 6 4 9 Beam Weight (plf) 14.21 5.55 5.55 5.55 9.64 5.55 12.06 5.55 5.55 5.55 9.64 5.55 12.06 BEAM SIZING Beam Depth (in)14 9.25 9.25 9.25 9.5 9.25 11.88 9.25 9.25 9.25 9.5 9.25 11.88 Beam Width/Weight 3.5 3 3 3 3.5 3 3.5 3 3 3 3.5 3 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 15 0 0 0 0 0 15 0 0 Roof Span (ft) 9 6 6 22 41 30 44 22 10 10 41 22 44 Wall Height (ft) 3 0 0 2 2 2 3 0 0 0 2 0 3 Total Uniform Floor Load (plf) 0 0 0 0 315 0 0 0 0 0 315 0 0 Total Live Floor Load (plf) 0 0 0 0 225 0 0 0 0 0 225 0 0 Total Uniform Roof Load (plf) 247.5 165 165 605 922.5 825 1210 605 275 275 922.5 605 1210 Total Live Roof Load (plf) 180 120 120 440 615 600 880 440 200 200 615 440 880 Total Uniform Wall Load (plf) 60 0 0 40 40 40 60 0 0 0 40 0 60 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 Total Partially Uniform Load (plf) 0 0 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 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 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 Partially Uniform Load 4 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 4 End Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Total Partially Uniform Load (plf) 0 0 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 0 0 1 Total Load (lb) 0 0 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 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 Point Load 4 --- --- --- --- --- --- --- --- --- --- --- --- --- 4 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 Left Reaction (lb) 2895 853 853 1301 3861 1306 5769 1221 842 842 3861 1221 5769 Right Reaction (lb) 2895 853 853 1301 3861 1306 5769 1221 842 842 3861 1221 5769 Max Moment (lb-ft) 13029 2132 2132 1301 5792 979 12981 1221 1262 1262 5792 1221 12981 Max Shear (lb) 2895 853 853 1301 3861 1306 5769 1221 842 842 3861 1221 5769 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 1.10 1.10 1.00 1.10 1.00 1.10 1.10 1.10 1.00 1.10 1.00 Area (in2)49.00 27.75 27.75 27.75 33.25 27.75 41.58 27.75 27.75 27.75 33.25 27.75 41.58 Moment of Inertia I (in4)800 198 198 198 250 198 489 198 198 198 250 198 489 Maximum Bending Stress (psi) 1368 598 598 365 1320 275 1892 343 354 354 1320 343 1892 Allowable Bending Stress (psi) 2928 1139 1139 1139 3087 1139 2994 1139 1139 1139 3087 1139 2994 Allowable Moment (lb-ft) 27897 4059 4059 4059 13541 4059 20542 4059 4059 4059 13541 4059 20542 MOMENT FS 2.14 1.90 1.90 3.12 2.34 4.14 1.58 3.32 3.22 3.22 2.34 3.32 1.58 Allowable Shear Stress (psi) 328 207 207 207 328 207 328 207 207 207 328 207 328 Maximum Shear Capacity (lb) 10707 3830 3830 3830 7265 3830 9085 3830 3830 3830 7265 3830 9085 SHEAR FS 3.70 4.49 4.49 2.94 1.88 2.93 1.57 3.14 4.55 4.55 1.88 3.14 1.57 Bearing Required 1.10 0.45 0.45 0.69 1.47 0.70 2.20 0.65 0.45 0.45 1.47 0.65 2.20 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 Live Load Deflection (in) 0.27 0.09 0.09 0.01 0.05 0.00 0.13 0.01 0.02 0.02 0.05 0.01 0.13 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.60 0.33 0.33 0.13 0.20 0.10 0.30 0.13 0.20 0.20 0.20 0.13 0.30 LIVE LOAD DEFLECTION FS 2.24 3.87 3.87 16.49 4.04 28.66 2.24 16.49 10.75 10.75 4.04 16.49 2.24 Total Load Deflection (in) 0.48 0.12 0.12 0.01 0.08 0.01 0.20 0.01 0.03 0.03 0.08 0.01 0.20 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.90 0.50 0.50 0.20 0.30 0.15 0.45 0.20 0.30 0.30 0.30 0.20 0.45 TOTAL LOAD DEFLECTION FS 1.88 4.08 4.08 16.73 3.96 29.63 2.30 17.83 11.49 11.49 3.96 17.83 2.30 SELECTION LVL DF #2 DF #2 DF #2 LVL DF #2 LVL DF #2 DF #2 DF #2 LVL DF #2 LVL (2) 1 3/4" x 14" (2) 2X10's (2) 2X10's (2) 2X10's (2) 1 3/4" x 9 1/2" (2) 2X10's (2) 1 3/4" x 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 1 3/4" x 9 1/2" (2) 2X10's (2) 1 3/4" x 11 7/8" 13 Beams Plan: Magnolia Base Date: 10/24/2023 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required Location: SF7B15 (flush option)Farmhouse Craftsman PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 6 3/4" x 21" GLB (2) 2X8's DF #2 (2) 2X8's DF #2 (3) 1 3/4" x 9 1/2" LVL (2) 1 3/4" x 14" LVL (2) 1 3/4" x 7 1/4" LVL (2) 1 3/4" x 9 1/2" LVL (2) 2X8's DF #2 (1) 1 3/4" x 14" LVL (1) 1 3/4" x 14" LVL (2) 2X8's DF #2 (1) 1 3/4" x 14" LVL (1) 1 3/4" x 14" LVL (2) 2X8's DF #2 (2) 2X8's DF #2 (3) 1 3/4" x 7 1/4" LVL TL Deflection: L/375 Shear: 2.62 Moment: 1.46 Shear: 1.15 Shear: 1.13 Moment: 1.91 Moment: 1.61 Shear: 1.94 Shear: 4.48 Moment: 2.13 Shear: 2.69 Shear: 2.12 Shear: 11.17 Shear: 6.41 Shear: 2.14 Shear: 1.42 Controlling Load Case DL+S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+LL DL+LL DL+0.75LL+0.75S DL+0.75LL+0.75S DL+S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+LL DL+LL DL+LL DL+0.75LL+0.75S DL+S DL+LL Name FB-1 FB-2 FB-3 FB-4 FB-4 FB-5 FB-6 FB-7 FB-8 FB-9 FB-10 FB-11 FB-12 FB-13 FB-14 FB-14 Grade GLB DF #2 DF #2 LVL LVL LVL LVL DF #2 LVL LVL DF #2 LVL LVL DF #2 DF #2 LVL LOADING PARAMETERS POST 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 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 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 55 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)23.5 3 5 4.5 4.5 6 9 2.75 7 16.5 2.75 4 7.5 2 2.75 2.75 Beam Weight (plf) 34.42 4.35 4.35 14.46 14.21 7.36 9.64 4.35 7.11 7.11 4.35 7.11 7.11 4.35 4.35 11.04 BEAM SIZING Beam Depth (in)21 7.25 7.25 9.5 14 7.25 9.5 7.25 14 14 7.25 14 14 7.25 7.25 7.25 Beam Width/Weight 6.75 3 3 5.25 3.5 3.5 3.5 3 1.75 1.75 3 1.75 1.75 3 3 5.25 UNIFORM LOADING Floor Span (ft) 7 20 12 4 4 23 16 4 4 0 27 42 4 4 2 2 Roof Span (ft) 8 8 8 0 0 9 9 34 4 0 0 0 0 8 30 0 Wall Height (ft) 0 8 8 10 10 13 14 8 8 8 0 0 0 10 9 9 Total Uniform Floor Load (plf) 42 420 252 104 104 483 336 24 84 0 702 1092 104 84 12 52 Total Live Floor Load (plf) 0 300 180 80 80 345 240 0 60 0 540 840 80 60 0 40 Total Uniform Roof Load (plf) 220 180 180 0 0 202.5 202.5 935 90 0 0 0 0 180 825 0 Total Live Roof Load (plf) 160 120 120 0 0 135 135 680 60 0 0 0 0 120 600 0 Total Uniform Wall Load (plf) 0 160 160 200 200 260 280 160 160 160 0 0 0 200 180 180 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Roof ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 25 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 0 1 End Point (ft) 10.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 687.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 2 Wall ---- ---- ---- ---- ---- -------- ---- ---- ---- ---- ---- ---- ---- ---- 2 Span/Height (ft) 8 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 0 2 End Point (ft) 10.25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 Roof ---- ---- ---- ---- ---- -------- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft) 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 10.25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 23.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 467.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 4 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 End Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 FB-9 Left --- --- Rear Girder Craft Left Rear Girder Craft Left --- --- --- --- --- --- --- --- --- --- Front Left 1 Location (ft) 10 0 0 2.5 2.5 0 0 0 0 0 0 0 0 0 0 1.75 1 Total Load (lb) 1379 0 0 9997 9997 0 0 0 0 0 0 0 0 0 0 7452 Point Load 2 --- --- --- RB-7 Left RB-7 Left --- --- --- --- --- --- --- ------ --- --- 2 Location (ft) 0 0 0 2.5 2.5 0 0 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 5769 5769 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 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Point Load 4 --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- 4 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.15 1.15 1.00 Left Reaction (lb) 12910 1147 1491 7724 7723 2859 3727 1545 1194 1379 971 2198 417 468 1404 3044 Right Reaction (lb) 10488 1147 1491 9476 9475 2859 3727 1545 1194 1379 971 2198 417 468 1404 5077 Max Moment (lb-ft) 71972 860 1864 17620 17619 4288 8385 1062 2089 5687 668 2198 781 234 965 4824 Max Shear (lb) 12910 1147 1491 9476 9475 2859 3727 1545 1194 1379 971 2198 417 468 1404 5077 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 1.00 1.00 1.00 Cf 1.00 1.20 1.20 1.00 1.00 1.00 1.00 1.20 1.00 1.00 1.20 1.00 1.00 1.20 1.20 1.00 Area (in2)141.75 21.75 21.75 49.88 49.00 25.38 33.25 21.75 24.50 24.50 21.75 24.50 24.50 21.75 21.75 38.06 Moment of Inertia I (in4)5209 95 95 375 800 111 250 95 400 400 95 400 400 95 95 167 Maximum Bending Stress (psi) 1741 393 851 2678 1849 1678 1911 485 439 1194 305 461 164 107 441 1259 Allowable Bending Stress (psi) 2760 1242 1242 3087 2928 3202 3087 1242 2928 2546 1080 2546 2546 1242 1242 2784 Allowable Moment (lb-ft) 114109 2720 2720 20312 27897 8182 13541 2720 13949 12129 2365 12129 12129 2720 2720 10672 MOMENT FS 1.59 3.16 1.46 1.15 1.58 1.91 1.61 2.56 6.68 2.13 3.54 5.52 15.53 11.62 2.82 2.21 Allowable Shear Stress (psi) 305 207 207 328 328 328 328 207 328 285 180 285 285 207 207 285 Maximum Shear Capacity (lb) 28799 3002 3002 10898 10707 5544 7265 3002 5353 4655 2610 4655 4655 3002 3002 7232 SHEAR FS 2.23 2.62 2.01 1.15 1.13 1.94 1.95 1.94 4.48 3.38 2.69 2.12 11.17 6.41 2.14 1.42 Bearing Required 2.94 0.61 0.80 2.41 3.61 1.09 1.42 0.82 0.91 1.05 0.52 1.67 0.32 0.25 0.75 1.29 Elastic Modulus (psi) 1,800,000 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.47 0.01 0.03 0.05 0.02 0.06 0.11 0.01 0.01 0.00 0.00 0.01 0.01 0.00 0.01 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.78 0.10 0.17 0.15 0.15 0.20 0.30 0.09 0.23 0.55 0.09 0.13 0.25 0.07 0.09 0.09 LIVE LOAD DEFLECTION FS 1.66 19.72 5.96 2.95 6.30 3.14 2.68 15.82 28.52 100.00 19.92 21.84 34.79 155.27 17.93 8.13 Total Load Deflection (in) 0.75 0.01 0.06 0.07 0.03 0.13 0.25 0.01 0.02 0.35 0.01 0.01 0.01 0.00 0.01 0.02 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 1.18 0.15 0.25 0.23 0.23 0.30 0.45 0.14 0.35 0.83 0.14 0.20 0.38 0.10 0.14 0.14 TOTAL LOAD DEFLECTION FS 1.56 16.25 4.50 3.11 6.63 2.38 1.82 14.36 15.05 2.35 22.84 25.03 37.58 89.51 15.80 8.47 SELECTION GLB DF #2 DF #2 LVL LVL LVL LVL DF #2 LVL LVL DF #2 LVL LVL DF #2 DF #2 LVL 6 3/4" x 21" (2) 2X8's (2) 2X8's (3) 1 3/4" x 9 1/2" (2) 1 3/4" x 14" (2) 1 3/4" x 7 1/4" (2) 1 3/4" x 9 1/2" (2) 2X8's (1) 1 3/4" x 14" (1) 1 3/4" x 14" (2) 2X8's (1) 1 3/4" x 14" (1) 1 3/4" x 14" (2) 2X8's (2) 2X8's (3) 1 3/4" x 7 1/4" 14 Beams (2) Plan: Magnolia Base Date: 10/24/2023 2 trimmers required 2 trimmers required 2 trimmers required 2 trimmers required Location: SF7B15 Craftsman Craftsman Craftsman PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 2X8's DF #2 (3) 2X10's DF #2 (2) 1 3/4" x 7 1/4" LVL (2) 2X8's DF #2 (2) 1 3/4" x 7 1/4" LVL (3) 1 3/4" x 7 1/4" LVL (2) 1 3/4" x 7 1/4" LVL (1) 1 3/4" x 11 7/8" LVL (2) 2X8's DF #2 Shear: 2.29 Moment: 1.4 Shear: 1.05 Shear: 5.13 Moment: 2 Shear: 1.3 Moment: 2.26 Shear: 9.57 Shear: 2.77 Controlling Load Case DL+S DL+S DL+0.75LL+0.75S DL+LL DL+LL DL+LL DL+LL DL+LL DL+LL Name FB-15 FB-16 FB-17 MFB-1 MFB-2 MFB-3 MFB-4 MFB-5 MFB-6 Grade DF #2 DF #2 LVL DF #2 LVL LVL LVL LVL DF #2 LOADING PARAMETERS PASS PASS PASS PASS PASS POST PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)2.75 6 6 2.5 7 7 7 7.5 3 Beam Weight (plf) 4.35 8.33 7.36 4.35 7.36 11.04 7.36 6.03 4.35 BEAM SIZING Beam Depth (in)7.25 9.25 7.25 7.25 7.25 7.25 7.25 11.88 7.25 Beam Width/Weight 3 4.5 3.5 3 3.5 5.25 3.5 1.75 3 UNIFORM LOADING Floor Span (ft) 4 4 4 15.5 22 14 19.5 4 24 Roof Span (ft) 22 30 8 0 0 0 0 0 0 Wall Height (ft) 16 10 10 0 0 0 0 0 0 Total Uniform Floor Load (plf) 24 24 84 403 572 364 507 104 624 Total Live Floor Load (plf) 0 0 60 310 440 280 390 80 480 Total Uniform Roof Load (plf) 605 825 180 0 0 0 0 0 0 Total Live Roof Load (plf) 440 600 120 0 0 0 0 0 0 Total Uniform Wall Load (plf) 320 200 200 0 0 0 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- Floor ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 43 0 0 0 1 Start Point (ft) 0 0 0 0 0 4.75 0 0 0 1 End Point (ft) 0 0 0 0 0 6.75 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 1118 0 0 0 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 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 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 Partially Uniform Load 4 ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 Span/Height (ft) 0 0 0 0 0 0 0 0 0 4 Start Point (ft) 0 0 0 0 0 0 0 0 0 4 End Point (ft) 0 0 0 0 0 0 0 0 0 4 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 --- --- Rear Hip Left --- --- FB-12 Right --- --- --- 1 Location (ft) 0 0 0.75 0 0 4.75 0 0 0 1 Total Load (lb) 0 0 4404 0 0 417 0 0 0 Point Load 2 --- --- --- --- --- FB-11 Left --- --- --- 2 Location (ft) 0 0 0 0 0 6.75 0 0 0 2 Total Load (lb) 0 0 0 0 0 2198 0 0 0 Point Load 3 --- --- --- --- --- --- --- --- --- 3 Location (ft) 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 Point Load 4 --- --- --- --- --- --- --- --- --- 4 Location (ft) 0 0 0 0 0 0 0 0 0 4 Total Load (lb) 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 Left Reaction (lb) 1311 3172 5267 509 2028 1924 1800 413 943 Right Reaction (lb) 1311 3172 1965 509 2028 5552 1800 413 943 Max Moment (lb-ft) 901 4758 4094 318 3549 4902 3150 774 707 Max Shear (lb) 1311 3172 5267 509 2028 5552 1800 413 943 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.20 1.20 1.00 1.20 1.00 1.00 1.00 1.00 1.20 Area (in2)21.75 41.63 25.38 21.75 25.38 38.06 25.38 20.79 21.75 Moment of Inertia I (in4)95 297 111 95 111 167 111 245 95 Maximum Bending Stress (psi) 411 890 1602 145 1389 1279 1233 225 323 Allowable Bending Stress (psi) 1242 1242 3202 1080 2784 2784 2784 2604 1080 Allowable Moment (lb-ft) 2720 6642 8182 2365 7115 10672 7115 8931 2365 MOMENT FS 3.02 1.40 2.00 7.44 2.00 2.18 2.26 11.55 3.35 Allowable Shear Stress (psi) 207 207 328 180 285 285 285 285 180 Maximum Shear Capacity (lb) 3002 5744 5544 2610 4821 7232 4821 3950 2610 SHEAR FS 2.29 1.81 1.05 5.13 2.38 1.30 2.68 9.57 2.77 Bearing Required 0.70 1.13 2.01 0.27 0.77 1.41 0.69 0.31 0.50 Elastic Modulus (psi) 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 1,600,000 Live Load Deflection (in) 0.00 0.04 0.07 0.00 0.11 0.09 0.10 0.01 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.09 0.20 0.20 0.08 0.23 0.23 0.23 0.25 0.10 LIVE LOAD DEFLECTION FS 24.44 5.37 3.03 46.25 2.16 2.48 2.44 21.26 17.25 Total Load Deflection (in) 0.01 0.07 0.12 0.00 0.14 0.13 0.13 0.02 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.14 0.30 0.30 0.13 0.35 0.35 0.35 0.38 0.15 TOTAL LOAD DEFLECTION FS 16.92 4.57 2.50 52.79 2.46 2.79 2.77 23.18 19.77 SELECTION DF #2 DF #2 LVL DF #2 LVL LVL LVL LVL DF #2 (2) 2X8's (3) 2X10's (2) 1 3/4" x 7 1/4" (2) 2X8's (2) 1 3/4" x 7 1/4" (3) 1 3/4" x 7 1/4" (2) 1 3/4" x 7 1/4" (1) 1 3/4" x 11 7/8" (2) 2X8's 15 Beams (3) Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 PASS (3) 2x6 Controlling Factor FS:1.1 Axial Compression Girder/FB-1 ------------ --- --- --- --- --- COLUMN DIMENSIONS: Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 9 Y-Unbraced Length (ft): 0 0 0 0 0 MATERIAL SPECS: Material: Doug Fir #2 Doug Fir #2 Doug Fir #2 Doug Fir #2 Doug Fir #2 Depth-x (in): 5.5 3.5 3.5 3.5 3.5 Width-y (in): 1.5 1.5 1.5 1.5 1.5 # Members 3 2 2 2 2 Choose Post or Stud spacing Post Post Post Post Post Post, Axial Load (lbs) 20644 10 10 10 10 Post, Lateral Loading (plf) 0 0 0 0 0 Loading for Stud Design Lateral Loading (psf) 0 0 0 0 0 Roof Span (ft) 0 0 0 0 0 Floor Span (ft) 0 0 0 0 0 Additional Wall Height (ft) 0 0 0 0 0 Allowable Bending Stress (psi)2,153 2,484 2,484 2,484 2,484 FbE 284,727 198,857 198,857 198,857 198,857 Moment of Inertia (in4)62 11 11 11 11 D+ (0.6W) Bending Stress (fb)0 0 0 0 0 fc (psi)834 1 1 1 1 Bending and Axial (3.9-3)100.0 100.0 100.0 100.0 100.0 D + 0.75L + 0.75S + 0.75(0.6W) Bending Stress (fb)0 0 0 0 0 fc (psi)834 1 1 1 1 Bending and Axial (3.9-3)100.0 100.0 100.0 100.0 100.0 MATERIAL PROPERTIES: Area (in2)24.75 10.50 10.50 10.50 10.50 Fc 1,350 1,350 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 Emin 580,000 580,000 580,000 580,000 580,000 Lex/dx 19.64 30.86 30.86 30.86 30.86 Ley/dy 0.00 0.00 0.00 0.00 0.00 FACTORS: Cd (axial loads)1 1 1 1 1 Cd (lateral loads)1.6 1.6 1.6 1.6 1.6 CL 1.000 0.999 0.999 0.999 0.999 Cf (compression)1.1 1.15 1.15 1.15 1.15 Cf (bending)1.3 1.5 1.5 1.5 1.5 Cr (bending only)1.15 1.15 1.15 1.15 1.15 Ke 1 1 1 1 1 Fc* 1,485 1,553 1,553 1,553 1,553 Fce 1,236 501 501 501 501 Cp 0.62 0.30 0.30 0.30 0.30 F'c 928 462 462 462 462 Allowable Load (lbs)22,959 4,847 4,847 4,847 4,847 Wind Deflection (in)0.00 0.00 0.00 0.00 0.00 Wind Load Deflection Limit 120 120 120 120 120 Allowable Deflection (in)0.9 0.9 0.9 0.9 0.9 Location: 16 Studs Plan:Magnolia Base Date:10/24/2023 Location:SF7B15 PASS PASS FS: 1.16 FS: 1.29 INPUT Location:Girder/FB-1 FB-1 Right --------- Callout S-48 S-36 S-24 S-24 S-24 Column Width (in)3.5 3.5 3.5 3.5 3.5 Load (lb)20,644 10,488 10 10 10 SPECS Soil Bearing Pressure (psf)1500 1500 1500 1500 1500 Footing Width/Diameter (in)48 36 24 24 24 Footing Length/Diameter (in)48 36 24 24 24 Footing Depth (in)12 10 10 10 10 CALCULATIONS Area Required (ft2)13.76 6.99 0.01 0.01 0.01 Area Provided (ft2)16.00 9.00 4.00 4.00 4.00 FLEXURE Mu (lb-ft/ft)3306.72 1593.00 1.36 1.36 1.36 ΦMn (lb-ft/ft) 8950.37 5988.56 6700.37 6700.37 6700.37 ONE WAY SHEAR Vu (kip)2.24 1.45 0.00 0.00 0.00 ΦVc (kip)8.13 6.16 6.16 6.16 6.16 PUNCHING SHEAR Vu (kip)28.9 14.5 0.0 0.0 0.0 ΦVc (kip)63.7 40.1 40.1 40.1 40.1 S-48 S-36 S-24 S-24 S-24 48" Square by 12" Deep Concrete Footing with (6) #4 Bars Each Way 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way INPUT Location:--------------- Callout S-24 S-24 S-24 S-24 S-24 Column Width (in)3.5 3.5 3.5 3.5 3.5 Load (lb)10 10 10 10 10 SPECS Soil Bearing Pressure (psf)1500 1500 1500 1500 1500 Footing Width/Diameter (in)24 24 24 24 24 Footing Length/Diameter (in)24 24 24 24 24 Footing Depth (in)10 10 10 10 10 CALCULATIONS Area Required (ft2)0.01 0.01 0.01 0.01 0.01 Area Provided (ft2)4.00 4.00 4.00 4.00 4.00 FLEXURE Mu (lb-ft/ft)1.36 1.36 1.36 1.36 1.36 ΦMn (lb-ft/ft)6700.37 6700.37 6700.37 6700.37 6700.37 ONE WAY SHEAR Vu (kip)0.00 0.00 0.00 0.00 0.00 ΦVc (kip)6.16 6.16 6.16 6.16 6.16 PUNCHING SHEAR Vu (kip)0.0 0.0 0.0 0.0 0.0 ΦVc (kip)40.1 40.1 40.1 40.1 40.1 S-24 S-24 S-24 S-24 S-24 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way SELECTION SELECTION 17 Spot Footings