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HomeMy WebLinkAboutSTRUCTURAL CALCS -20-00255 - Lots 20-25 on Block 6 - Summerfield 6 Plex.pdf 4/1/2020 Structural Design (801) 876-3501 Structural Calculations Summerfield 6 Plex 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 4/1/20 4/1/2020 STRUCTURAL CALCULATIONS For:Kartchner Homes Plan #:Summerfield 6 Plex Location:Rexburg Idaho From:York Engineering Inc. 4883 Old Highway Rd. Suite A Morgan, Utah 84050 (801) 876-3501 Design Criteria 2018 IBC/2015 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 = 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.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 FTW 9 Wind (Left & Right Loading)10 Wind (Front & Back Loading)11 Joists 12 Beam Schedule 13 Beams 14 Beams (2)15 Spot Footings 16 Table of Contents Elevation:5278 Utah Snow Load Utah Snow Loads Idaho Snow Load Idaho Snow Loads Pg (psf)50 Ce 1 Ct 1 I 1 Cs 1 Pf (psf)40 SNOW CALCULATION: 5 Snow Load Calculation Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.25 FS: 1.65 FS: 1.77 FS: 1.77 FS: 1.25 DL+0.75LL+0.75S DL+0.75LL+0.75S DL+S DL+S 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)0.03 0.03 0.03 0.03 0.03 BUILDING LOADS Roof Span (ft)32 13 21 21 32 Floor Span (ft)20 20 6 6 20 Wall Height (ft)20 20 20 20 20 Suspended Slab Span (ft)0 0 0 0 0 Total Load (k/lft)1.54 1.11 1.01 1.01 1.54 FOOTING SPECS Footing Width (in)18 18 18 18 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)1.79 1.37 1.27 1.27 1.79 Soil Load (ksf)1.20 0.91 0.85 0.85 1.20 FOOTING SELECTION F-18 F-18 F-18 F-18 F-18 6 Footings Plan:Summerfield 6 Plex Date:4/1/2020 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)Shear (lb) Roof Dead Load (psf):15 Roof 26 48 ---15 8 25,100 10,906 36,006 2,146 Floor Live Load (psf):40 Floor 2 24.96 43 8 12 16,911 24,226 41,137 2,452 Floor Dead Load (psf):12 Floor 1 26 48 9 12 10,800 14,800 25,600 1,526 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 36.01 873 66%3.03 3.03 3.03 Floor 2 10.00 41.14 453 34%4.60 1.57 4.60 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0%4.60 0.00 4.60 Roof Slope (x/12):6 TOTALS 0.00 77.14 1,326 4,598 ------4.60 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class:D Fa:1.45 R:6.5 SS:0.442 SMS:0.639 SDS:0.426 CS:0.066 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.060 SHEAR DISTRIBUTION Base Shear Force lb:4,598 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:2,452 Roof Lateral Force lb:2,146 Diaphragm Loading (plf):41 Diaphragm FS 4.12 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 7 Seismic Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho seismic wind total left/right front/back SW-1 240 336 2nd Floor 3.0 kips 4.2 6.5 SW-1 350 490 1st Floor 1.6 kips 3.1 3.5 SW-2 450 630 Basement 0.0 kips 1.8 2.0 SW-3 585 819 Location Bed #2 Bed #3 Open M Bed M Bath Left Bed#3 Right A A A A Front side Front side Front side Back side Back side Left side Right side Right side Front side Front side Front side Front side Floor 2 2 2 2 2 2 2 2 1 1 1 1 Lines up w/none none none none none none none none none none none none Width 10.75 10.25 5 16.5 9.5 45 12 31 0 0 0 0 Depth 45.5 42.5 31.5 45.5 35 21 21 26 0 0 0 0 Area (sqft)244.5625 217.8125 78.75 375.375 166.25 547.5 126 403 0 0 0 0 Force (lb)687 612 221 1054 467 1538 354 1132 0 0 0 0 Adj. Force 684 609 220 1050 465 1540 355 1134 0 0 0 0 % of floor 23%20%7%35%15%51%12%37%0%0%0%0% Flr. Diaphragm 211 188 68 323 143 474 109 349 0 0 0 0 Transferred Source2-front-Open 2-front-Open none none none none 2-right-Right none none none none none Transfered Forces 110 110 0 0 0 0 1134 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 794 719 220 1050 465 1540 1488 1134 0 0 0 0 Wind (lb)1466 1305 472 2250 996 2156 496 1587 0 0 0 0 Adj. Force 1460 1300 470 2241 992 2160 497 1590 0 0 0 0 % of total 23%20%7%35%15%51%12%37%0%0%0%0% Total Wind 1695 1535 470 2241 992 2160 2087 1590 0 0 0 0 Shear Wall 4.14 3.16 transferred 10.5 4.5 45 11.25 transferred 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 0.8 0.8 0.76 0.79 1 1 1 1 1 1 Seis Load (plf)192 228 100 103 34 132 0 0 0 0 Wind Load (plf)409 486 213 221 48 185 0 0 0 0 Shear Wall SW-2 SW-2 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100%100%100%100%200%100%100%100%100%100%100%100% Wall Length (ft)10.75 10.25 transferred 19 19 45 11.25 transferred 10 10 10 10 Wall Height (ft)8 8 8 8 8 8 8 8 9 9 9 9 Floor Span (ft)0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft)4 4 4 4 30 0 22 0 0 0 0 0 Wall Load (plf)160 160 160 160 160 160 160 160 180 180 180 180 Total DL (plf)114 114 114 114 231 96 195 96 108 108 108 108 Seis.Uplift (lbs)0 0 -0 0 0 0 -0 0 0 0 Wind Uplift (lbs)811 767 -0 0 0 387 -0 0 0 0 CS16X36"CS16X36"CS16X36 Location Garage mid garge Back Wall Entry Left Wall Right wall Garage A A A A A Front side Front side Back side Front side Left side Right side Right side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/2-front-Bed #22-front-Bed #22-back-M Bed none 2-Left-Left none 2-right-Bed#3 none none none none none Width 21 21 26 5 45 31 16.5 0 0 0 0 0 Depth 21.5 45 27.5 36 20 26 21 0 0 0 0 0 Area (sqft)225.75 472.5 456.5 90 675.25 403 173.25 0 0 0 0 0 Force (lb)284 594 574 113 849 507 218 0 0 0 0 0 Adj. Force 285 596 576 113 847 505 217 0 0 0 0 0 % of floor 18%38%37%7%54%32%14%0%0%0%0%0% Flr. Diaphragm 88 184 177 0 261 0 67 0 0 0 0 0 Transferred Source none 1-front-Entry none none none none none none none none none none Transfered Forces 0 113 0 0 0 0 0 0 0 0 0 0 Forces from Upper 1338 176 1515 0 1540 0 1488 0 0 0 0 0 Total Seismic 1629 900 2105 113 2511 505 1737 0 0 0 0 0 Wind (lb)635 1329 1284 253 1651 986 424 0 0 0 0 0 Adj. Force 637 1333 1288 254 1647 983 423 0 0 0 0 0 % of total 18%38%37%7%54%32%14%0%0%0%0%0% Total Wind 3491 1962 4521 254 3806 983 2509 0 0 0 0 0 Shear Wall 5 17 FTW transferred 24 30 16.5 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 1 1 1 1 1 1 1 1 1 Seis Load (plf)326 53 105 17 105 0 0 0 0 0 Wind Load (plf)698 115 159 33 152 0 0 0 0 0 Shear Wall SW-3 SW-1 SW-1 Gypsum SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 50%100%100%100%100%100%100%100%100%100%100%100% Wall Length (ft)2.5 21 FTW transferred 27 30 16.5 10 10 10 10 10 Wall Height (ft)7 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft)0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft)0 0 0 0 0 0 22 0 0 0 0 0 Wall Load (plf)140 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf)84 108 108 108 108 108 207 108 108 108 108 108 Seis.Uplift (lbs)2176 0 --0 0 0 0 0 0 0 0 Wind Uplift (lbs)4783 0 --0 0 0 0 0 0 0 0 STHD14 Seismic (kips)Wind (kips) Shear Wall Allowable Loads (plf) 8 Shear Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho LOAD PARAMETERS Seismic Load (lb):2,105 Wind Load (lb):4,521 SHEAR WALL SELECTION Shear Wall Callout:SW-2 Seismic Strength (lb/ft):450 9 Edge Nailing (in o.c.)3 Field Nailing (in o.c.)12 Seismic FS 1.66 Wind FS 1.08 ASPECT RATIO Left Aspect Ratio:100%17.5 Right Aspect Ratio:100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location:Interfloor Seismic:0 Wall Load 180 Uniform Seismic:0 Tie-Down:CS16X32 Wind:0 Floor 16 Uniform Wind:0 Tie-Down Seismic FS Not Needed Roof 30 Uniform Tie-Down Wind FS Not Needed Point Load 0 0 Window Strap:CS16 Window Strap Connector:Nails Strap FS 1.50 Bolt Diameter (in):1/2 PASS Bolt Spacing (in o.c.):32 Bolt Capacity (plf):390 Shear Wall:SW-2 --- 3" Edge Nailing and 12" Field Nailing Bolt FS 1.51 Tie-Down:CS16X32 Stud Size:2x4 Straps:CS16 --- Nails to Connect Tension (lb):1,627 Bolts:1/2" Bolts @ 32" O.C. Stress (psi):334 Studs:2x4 Studs F'T (psi)920 Stud FS:2.76 Dead Load Resistance 581 581 PASS 241 PASS <- - - - - - - - - - - - fe e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN 2 5 2 <----------------------------------------> PASS -194 PASS -194 PASS 8.75 6 2.75 Back Wall First Floor Back Side 0 FORCE TRANSFER WALL All Units lb/ft unless specified 0 PASS 241 PASS 393 PASS 393 9 FTW Plan:Summerfield 6 Plex Date:4/1/2020 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 1.73 L/B main floor 1.85 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 20 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 21.0 Table 27.6-1 Upper floor, po 20.5 Table 27.6-1 Main floor, ph 20.5 Main floor, po 20.4 Basement floor, ph 20.4 Basement floor, po 20.1 Upper Floor (psf)Relative positioning Net Pressure 12.4 Windward 8.7 Left 5.9 Leeward 3.8 Right 5.9 Main Floor (psf) Net Pressure 12.3 Windward 8.7 Left 5.6 Leeward 3.5 Right 5.6 Basement Floor (psf) Net Pressure 12.2 Windward 8.7 Left 5.6 Leeward 3.5 Right 5.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.4 -9.2 0.826 Load Case 2 5.8 -4.4 Lower Roof (psf) Load Case 1 -6.7 -8.4 Load Case 2 5.3 -4.0 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 10.50 26.00 273.0 2790 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 2.5 26 26 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 26 225.0 260 2274.4 234 2029.8 Leeward 26 91.4 260 918.1 234 881.9 2nd Floor Diaphragm Shear Total Shear (lbs)4246 1st Floor Diaphragm Shear Total Shear (lbs)7298 Basement Diaphragm Shear Total Shear (lbs)9053 Base Wind Shear 9211 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)-30.0 -19.49 -19.99 Low roof (per truss)--- Lateral (lbs)H1 H2.5 Roof (per truss)2.6 303.33 158.43 Low roof (per truss)0.0 -- Factors of Safety Exposure Adj. Factor Elevation Adj. Factor 10 Wind (Left and Right Loading) Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho 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 0.58 L/B main floor 0.54 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 20 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 23.3 Table 27.6-1 Upper floor, po 23.2 Table 27.6-1 Main floor, ph 23.2 Main floor, po 23.2 Basement floor, ph 23.2 Basement floor, po 22.8 Upper Floor (psf)Relative positioning Net Pressure 14.0 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Main Floor (psf) Net Pressure 13.9 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Basement Floor (psf) Net Pressure 13.8 Windward 8.5 Left 7.5 Leeward 5.3 Right 7.5 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.4 -9.2 0.826 Load Case 2 5.8 -4.4 Lower Roof (psf) Load Case 1 -6.7 -8.4 Load Case 2 5.3 -4.0 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 10.50 45.00 472.5 4830 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 2.5 45 48 3 7.5 69.5 (height)(height)(height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 26 221.2 260 2240.9 234 2023.2 Leeward 26 137.3 260 1377.0 234 1242.9 2nd Floor Diaphragm Shear Total Shear (lbs)6463 1st Floor Diaphragm Shear Total Shear (lbs)9974 Basement Diaphragm Shear Total Shear (lbs)11962 Base Wind Shear 12142 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)-30.0 -19.49 -19.99 Low roof (per truss)-29.3 -19.95 -20.46 Lateral (lbs)H1 H2.5 Roof (per truss)4.5 175.26 91.54 Low roof (per truss)0.1 14093.15 7360.75 Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 11 Wind (Left and Right Loading) Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho PASS PASS LL Deflection: 1.09 Moment: 1.38 JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Truss Joists Truss Joists Joist Type:TJI TJI TJI TJI TJI Joist Series:210 210 210 210 210 Joist Depth (ft):11.88 11.88 11.88 11.88 11.88 Joist Span (ft):19.5 16 2 2 2 Joist Spacing (in):16 19.2 16 16 16 CHECK PRO-RATING IN FORTE 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)2.8 2.8 2.8 2.8 2.8 Joist Loading (plf)72 86 72 72 72 Max Reaction (lb)703 688 72 72 72 Max Moment (ft-lb)3429 2752 36 36 36 JOIST DETERMINATION Max Moment 100% (ft-lb)3795 3795 3795 3795 3795 Max Bending Stress (Sawn Only) (psi)1166.1 936.0 12.3 12.3 12.3 Moment FS 1.11 1.38 105.22 105.22 105.22 Max Shear Capacity (lb)1655 1655 1655 1655 1655 Shear FS 2.35 2.41 22.94 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)0.60 0.34 0.00 0.00 0.00 Allowable Live Load Deflection (in)0.65 0.53 0.07 0.07 0.07 LL Deflection FS 1.09 1.59 123.36 123.36 123.36 Total Load Deflection Limit 240 240 240 240 240 Total Load Deflection (in)0.81 0.45 0.00 0.00 0.00 Allowable Total Load Deflection (in)0.98 0.80 0.10 0.10 0.10 TL Deflection FS 1.21 1.77 136.82 136.82 136.82 SELECTION 11 7/8" TJI 210 @ 16" 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 7/8" TJI 210 @ 16" O.C. 12 Joists Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho RB-1 (2) 11 7/8" LVL 2.0E 2600 Fb FB-7 (2) 2X10's DF #2 RB-2 (2) 2X10's DF #2 FB-8 (2) 11 7/8" LVL 2.0E 2600 Fb RB-3 (2) 2X10's DF #2 FB-9 (2) 2X10's DF #2 RB-4 (2) 2X10's DF #2 FB-10 (2) 2X10's DF #2 RB-5 (2) 2X10's DF #2 FB-11 (2) 11 7/8" LVL 2.0E 2600 Fb RB-6 (2) 9 1/2" LVL 2.0E 2600 Fb FB-11-2 (3) 11 7/8" LVL 2.0E 2600 Fb FB-1 5 1/8" x 18" GLB 24F-V4 FB-12 (3) 11 7/8" LVL 2.0E 2600 Fb FB-2 6 3/4" x 18" GLB 24F-V4 FB-12-2 (3) 14" LVL 2.0E 2600 Fb FB-2-2 6 3/4" x 21" GLB 24F-V4 FB-3 (2) 11 7/8" LVL 2.0E 2600 Fb FB-3-2 6 3/4" x 12" GLB 24F-V4 FB-4 (2) 2X10's DF #2 FB-5 (2) 9 1/2" LVL 2.0E 2600 Fb FB-6 (2) 2X10's DF #2 Beam Page 1 Beam Page 2 13 Schedule Plan: Summerfield 6 Plex Date: 04/01/2020 Location: Rexburg Idaho (W/O Mid Girder)(W/O Mid Girder) PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 11 7/8" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 9 1/2" LVL 5 1/8" x 18" GLB 6 3/4" x 18" GLB 6 3/4" x 21" GLB (2) 11 7/8" LVL 6 3/4" x 12" GLB (2) 2X10's DF #2 (2) 9 1/2" LVL (2) 2X10's DF #2 LL Deflection: L/1261 Moment: 6.62 Shear: 1.88 Moment: 2.78 Shear: 3.01 LL Deflection: L/461 Moment: 1.49 Moment: 1.33 Moment: 1.07 Shear: 1.25 Shear: 1.06 Shear: 1.97 Shear: 1.61 Shear: 3.14 Controlling Load Case DL+S DL+S DL+S DL+S DL+S DL+S DL+LL DL+0.75LL+0.75S DL+0.75LL+0.75S DL+LL DL+LL DL+S DL+0.75LL+0.75S DL+LL Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 FB-1 FB-2 FB-2-2 FB-3 FB-3-2 FB-4 FB-5 FB-6 Grade LVL DF #2 DF #2 DF #2 DF #2 LVL GLB GLB GLB LVL GLB DF #2 LVL DF #2 LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS POST PASS PASS PASS PASS PASS Floor Live Load (psf)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 Roof Live Load (psf)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 Wall Load (psf)20 20 20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 5 4 5.5 2.5 16 20.5 20.5 20.5 18 18 3 6 3 Beam Weight (plf)12.06 5.55 5.55 5.55 5.55 9.64 22.40 29.50 34.42 12.06 19.67 5.55 9.64 5.55 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.5 18 18 21 11.88 12 9.25 9.5 9.25 Beam Width/Weight 3.5 3 3 3 3 3.5 5.125 6.75 6.75 3.5 6.75 3 3.5 3 UNIFORM LOADING Floor Span (ft)0 0 0 0 0 0 19 0 0 2 2 0 16 27 Roof Span (ft)5 6 32 12 32 7 4 5 5 0 0 32 32 0 Wall Height (ft)0 0 0 0 0 0 8 0 0 0 0 12 12 0 Total Uniform Floor Load (plf)0 0 0 0 0 0 494 0 0 52 52 0 336 702 Total Live Floor Load (plf)0 0 0 0 0 0 380 0 0 40 40 0 240 540 Total Uniform Roof Load (plf)137.5 165 880 330 880 192.5 30 112.5 112.5 0 0 880 720 0 Total Live Roof Load (plf)100 120 640 240 640 140 0 75 75 0 0 640 480 0 Total Uniform Wall Load (plf)0 0 0 0 0 0 160 0 0 0 0 240 240 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 -----------------------------------Floor Floor ------------------------- 1 Span/Height (ft)0 0 0 0 0 0 0 19 19 0 0 0 0 0 1 Start Point (ft)0 0 0 0 0 0 0 10 10 0 0 0 0 0 1 End Point (ft)0 0 0 0 0 0 0 20.5 20.5 0 0 0 0 0 1 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 399 399 0 0 0 0 0 Partially Uniform Load 2 ----------------------------Wall Wall -------------------- 2 Span/Height (ft)0 0 0 0 0 0 0 8 8 0 0 0 0 0 2 Start Point (ft)0 0 0 0 0 0 0 10 10 0 0 0 0 0 2 End Point (ft)0 0 0 0 0 0 0 20.5 20.5 0 0 0 0 0 2 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 160 160 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 3 Start Point (ft)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 3 Total Partially Uniform Load (plf)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 4 Start Point (ft)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 4 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ---------------------FB-3 Left FB-3-2 Left FB-11 Right FB-11-2 Right --------- 1 Location (ft)0 0 0 0 0 0 0 10 10 2 2 0 0 0 1 Total Load (lb)0 0 0 0 0 0 0 6298 13561 4773 7875 0 0 0 Point Load 2 ---------------------------Roof Roof --------- 2 Location (ft)0 0 0 0 0 0 0 0 0 2 2 0 0 0 2 Total Load (lb)0 0 0 0 0 0 0 0 0 1664 6655 0 0 0 Point Load 3 ------------------------------------------ 3 Location (ft)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 Point Load 4 ------------------------------------------ 4 Location (ft)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 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb)1196 426 1771 923 1107 1617 7241 6184 9955 6298 13561 1688 3917 1061 Right Reaction (lb)1196 426 1771 923 1107 1617 7241 8894 12487 1292 2259 1688 3917 1061 Max Moment (lb-ft)4786 533 1771 1268 691 6469 37107 54901 92370 12145 26252 1266 5875 796 Max Shear (lb)1196 426 1771 923 1107 1617 7241 8894 12487 6298 13561 1688 3917 1061 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 Cf 1.00 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 1.00 1.00 1.10 1.00 1.10 Area (in2)41.58 27.75 27.75 27.75 27.75 33.25 92.25 121.50 141.75 41.58 81.00 27.75 33.25 27.75 Moment of Inertia I (in4)489 198 198 198 198 250 2491 3281 5209 489 972 198 250 198 Maximum Bending Stress (psi)698 149 497 356 194 1474 1609 1807 2234 1770 1945 355 1339 223 Allowable Bending Stress (psi)2604 990 990 990 990 2684 2400 2400 2400 2604 2400 990 2684 990 Allowable Moment (lb-ft)17862 3529 3529 3529 3529 11775 55350 72900 99225 17862 32400 3529 11775 3529 MOMENT FS 3.73 6.62 1.99 2.78 5.11 1.82 1.49 1.33 1.07 1.47 1.23 2.79 2.00 4.43 Allowable Shear Stress (psi)285 180 180 180 180 285 265 265 265 285 265 180 285 180 Maximum Shear Capacity (lb)7900 3330 3330 3330 3330 6318 16298 21465 25043 7900 14310 3330 6318 3330 SHEAR FS 6.60 7.81 1.88 3.61 3.01 3.91 2.25 2.41 2.01 1.25 1.06 1.97 1.61 3.14 Bearing Required 0.46 0.23 0.94 0.49 0.59 0.62 2.17 2.03 2.85 2.40 3.09 0.90 1.49 0.57 Elastic Modulus (psi)2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 1,800,000 1,800,000 1,800,000 2,000,000 1,800,000 1,600,000 2,000,000 1,600,000 Live Load Deflection (in)0.15 0.01 0.01 0.02 0.00 0.42 0.34 0.39 0.42 0.44 0.48 0.00 0.04 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in)0.53 0.17 0.13 0.18 0.08 0.53 0.68 0.68 0.68 0.60 0.60 0.10 0.20 0.10 LIVE LOAD DEFLECTION FS 3.50 30.96 11.34 11.63 46.53 1.28 2.01 1.73 1.61 1.37 1.24 26.87 4.72 31.85 Total Load Deflection (in)0.23 0.01 0.02 0.02 0.00 0.60 0.63 0.63 0.64 0.62 0.69 0.01 0.08 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.80 0.25 0.20 0.28 0.13 0.80 1.03 1.03 1.03 0.90 0.90 0.15 0.30 0.15 TOTAL LOAD DEFLECTION FS 3.51 32.67 12.29 12.48 50.44 1.33 1.62 1.63 1.60 1.45 1.31 22.92 3.90 36.46 SELECTION LVL DF #2 DF #2 DF #2 DF #2 LVL GLB GLB GLB LVL GLB DF #2 LVL DF #2 (2) 11 7/8"(2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2"5 1/8" x 18"6 3/4" x 18"6 3/4" x 21"(2) 11 7/8"6 3/4" x 12"(2) 2X10's (2) 9 1/2"(2) 2X10's 14 Beams Plan: Summerfield 6 Plex Date: 04/01/2020 Location: Rexburg Idaho W/O Mid girder W/O Mid girder PASS PASS PASS PASS PASS PASS PASS PASS (2) 2X10's DF #2 (2) 11 7/8" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 11 7/8" LVL (3) 11 7/8" LVL (3) 11 7/8" LVL (3) 14" LVL Shear: 2.54 Shear: 3.98 Shear: 4.4 Moment: 1.54 Moment: 1.43 Moment: 1.3 LL Deflection: L/379 Shear: 1.05 Controlling Load Case DL+LL DL+LL DL+S DL+LL DL+0.75LL+0.75S DL+0.75LL+0.75S DL+LL DL+LL Name FB-7 FB-8 FB-9 FB-10 FB-11 FB-11-2 FB-12 FB-12-2 Grade DF #2 LVL DF #2 DF #2 LVL LVL LVL LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS LL LL Floor Live Load (psf)40 40 40 40 40 40 40 40 Floor Total Load (psf)52 52 52 52 52 52 52 52 Roof Live Load (psf)40 40 40 40 40 40 40 40 Roof Total Load (psf)55 55 55 55 55 55 55 55 Wall Load (psf)20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)4 9 4 5 10.5 10.5 19.5 19.5 Beam Weight (plf)5.55 12.06 5.55 5.55 12.06 18.09 18.09 21.32 BEAM SIZING Beam Depth (in)9.25 11.88 9.25 9.25 11.88 11.88 11.88 14 Beam Width/Weight 3 3.5 3 3 3.5 5.25 5.25 5.25 UNIFORM LOADING Floor Span (ft)25 16.5 3 20 17 17 6 6 Roof Span (ft)0 0 10 4 16 42 0 0 Wall Height (ft)0 0 4 9 9 9 0 0 Total Uniform Floor Load (plf)650 429 18 520 357 357 156 156 Total Live Floor Load (plf)500 330 0 400 255 255 120 120 Total Uniform Roof Load (plf)0 0 275 30 360 945 0 0 Total Live Roof Load (plf)0 0 200 0 240 630 0 0 Total Uniform Wall Load (plf)0 0 80 180 180 180 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ------------------------------Roof Roof 1 Span/Height (ft)0 0 0 0 0 0 11 11 1 Start Point (ft)0 0 0 0 0 0 0 0 1 End Point (ft)0 0 0 0 0 0 2.67 2.67 1 Total Partially Uniform Load (plf)0 0 0 0 0 0 82.5 82.5 Partially Uniform Load 2 ------------------------Wall Wall 2 Span/Height (ft)0 0 0 0 0 0 8 8 2 Start Point (ft)0 0 0 0 0 0 0 0 2 End Point (ft)0 0 0 0 0 0 2.67 2.67 2 Total Partially Uniform Load (plf)0 0 0 0 0 0 160 160 Partially Uniform Load 3 -------------------------------- 3 Span/Height (ft)0 0 0 0 0 0 0 0 3 Start Point (ft)0 0 0 0 0 0 0 0 3 End Point (ft)0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 0 Partially Uniform Load 4 ---------------------------------------- 4 Span/Height (ft)0 0 0 0 0 0 0 0 4 Start Point (ft)0 0 0 0 0 0 0 0 4 End Point (ft)0 0 0 0 0 0 0 0 4 Total Partially Uniform Load (plf)0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ------------------FB-11 Left FB-11-2 Left 1 Location (ft)0 0 0 0 0 0 2.67 2.67 1 Total Load (lb)0 0 0 0 0 0 4773 7875 Point Load 2 ------------------Roof Roof 2 Location (ft)0 0 0 0 0 0 2.67 2.67 2 Total Load (lb)0 0 0 0 0 0 1664 4840 Point Load 3 ------------------------ 3 Location (ft)0 0 0 0 0 0 0 0 3 Total Load (lb)0 0 0 0 0 0 0 0 Point Load 4 ------------------------ 4 Location (ft)0 0 0 0 0 0 0 0 4 Total Load (lb)0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 1 1 Left Reaction (lb)1311 1985 757 1839 4773 7875 7856 13306 Right Reaction (lb)1311 1985 757 1839 4773 7875 2623 3514 Max Moment (lb-ft)1311 4466 757 2299 12527 20671 19631 33762 Max Shear (lb)1311 1985 757 1839 4773 7875 7856 13306 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.00 1.10 1.10 1.00 1.00 1.00 1.00 Area (in2)27.75 41.58 27.75 27.75 41.58 62.37 62.37 73.50 Moment of Inertia I (in4)198 489 198 198 489 734 734 1201 Maximum Bending Stress (psi)368 651 212 645 1826 2009 1908 2362 Allowable Bending Stress (psi)990 2604 990 990 2604 2604 2604 2546 Allowable Moment (lb-ft)3529 17862 3529 3529 17862 26793 26793 36387 MOMENT FS 2.69 4.00 4.66 1.54 1.43 1.30 1.36 1.08 Allowable Shear Stress (psi)180 285 180 180 285 285 285 285 Maximum Shear Capacity (lb)3330 7900 3330 3330 7900 11850 11850 13965 SHEAR FS 2.54 3.98 4.40 1.81 1.66 1.50 1.51 1.05 Bearing Required 0.70 0.76 0.40 0.98 1.82 2.00 2.00 3.38 Elastic Modulus (psi)1,600,000 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in)0.01 0.05 0.00 0.02 0.14 0.17 0.62 0.59 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in)0.13 0.30 0.13 0.17 0.35 0.35 0.65 0.65 LIVE LOAD DEFLECTION FS 14.51 5.96 36.28 9.29 2.50 2.10 1.05 1.11 Total Load Deflection (in)0.01 0.07 0.01 0.03 0.26 0.28 0.89 0.84 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.20 0.45 0.20 0.25 0.53 0.53 0.98 0.98 TOTAL LOAD DEFLECTION FS 16.60 6.69 28.75 7.58 2.05 1.86 1.09 1.16 SELECTION DF #2 LVL DF #2 DF #2 LVL LVL LVL LVL (2) 2X10's (2) 11 7/8"(2) 2X10's (2) 2X10's (2) 11 7/8"(3) 11 7/8"(3) 11 7/8"(3) 14" 15 Beams (2) Plan:Summerfield 6 Plex Date:4/1/2020 Location:Rexburg Idaho PASS PASS FS: 1.03 FS: 1.35 INPUT Location:Mid Girders FB-2X2 --------- Callout S-48 S-48 S-24 S-24 S-24 Column Width (in)3.5 3.5 3.5 3.5 3.5 Load (lb)23,341 17,788 10 10 10 SPECS Soil Bearing Pressure (psf)1500 1500 1500 1500 1500 Footing Width/Diameter (in)48 48 24 24 24 Footing Length/Diameter (in)48 48 24 24 24 Footing Depth (in)12 12 10 10 10 CALCULATIONS Area Required (ft2)15.56 11.86 0.01 0.01 0.01 Area Provided (ft2)16.00 16.00 4.00 4.00 4.00 FLEXURE Mu (lb-ft/ft)3738.71 2849.18 1.36 1.36 1.36 ΦMn (lb-ft/ft)8950.37 8950.37 6700.37 6700.37 6700.37 ONE WAY SHEAR Vu (kip)2.54 1.93 0.00 0.00 0.00 ΦVc (kip)8.13 8.13 6.16 6.16 6.16 PUNCHING SHEAR Vu (kip)32.7 24.9 0.0 0.0 0.0 ΦVc (kip)63.7 63.7 40.1 40.1 40.1 S-48 S-48 S-24 S-24 S-24 48" Square by 12" Deep Concrete Footing with (6) #4 Bars Each Way 48" Square by 12" Deep Concrete Footing with (6) #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 16 Spot Footings