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HomeMy WebLinkAboutSTRUCTURAL CALCS - 20-00253 - 830 & 836 S 2400 W - Summerfield Twinhomes4/8/2020 Structural Design (801) 876-3501 Structural Calculations Summerfield Twin Home SF21B4-SF22B4 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 Rexburg, Idaho Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 4/8/20 4/8/2020 STRUCTURAL CALCULATIONS For:Kartchner Homes Plan #:Summerfield Twin Home Location:SF21B4-SF22B4 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. 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. 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. Snow Calculation 5 Footings 6 Seismic 7 Shear 8 Wind (Left & Right Loading)9 Wind (Front & Back Loading)10 Beam Schedule 11 Beams 12 Table of Contents Elevation:4860 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 Twin Home Date:4/8/2020 Location:SF21B4-SF22B4 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.37 FS: 1.37 FS: 4.42 FS: 4.42 FS: 1.37 DL+S DL+S DL+S DL+S DL+S 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 0.04 BUILDING LOADS Roof Span (ft)50 50 4 4 50 Floor Span (ft)0 0 0 0 0 Wall Height (ft)9 9 9 9 9 Suspended Slab Span (ft)0 0 0 0 0 Total Load (k/lft)1.56 1.56 0.29 0.29 1.56 FOOTING SPECS Footing Width (in)20 20 20 20 20 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)1.83 1.83 0.57 0.57 1.83 Soil Load (ksf)1.10 1.10 0.34 0.34 1.10 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 6 Footings Plan:Summerfield Twin Home Date:4/8/2020 Location:SF21B4-SF22B4 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 80 53 ---15 8 97,520 23,940 121,460 7,240 Floor Live Load (psf):40 Floor 2 80 53 0 12 0 23,940 0 0 Floor Dead Load (psf):12 Floor 1 80 53 9 12 0 26,600 26,600 1,586 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 16.63 121.46 2,019 100%7.24 7.24 7.24 Floor 2 0.00 0.00 0 0%7.24 0.00 7.24 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0%7.24 0.00 7.24 Roof Slope (x/12):6 TOTALS 0.00 121.46 2,019 7,240 ------7.24 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:7,240 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:0 Roof Lateral Force lb:7,240 Diaphragm Loading (plf):68 Diaphragm FS 2.49 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 7 Seismic Plan:Summerfield Twin Home Date:4/8/2020 Location:SF21B4-SF22B4 seismic wind total left/right front/back SW-1 240 336 2nd Floor 0.0 kips 0.0 0.0 SW-1 350 490 1st Floor 7.2 kips 15.7 9.9 SW-2 450 630 Basement 0.0 kips 6.1 5.7 SW-3 585 819 Location Garage Entry Entry Garage Back Wall Left Wall Right Wall A A A A A Front side Front side Front side Front side Back side Left 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/none none none none none none none none none none none none Width 22 18 18 22 80 53 53 0 0 0 0 0 Depth 53 53 53 53 53 80 80 0 0 0 0 0 Area (sqft)583 477 477 583 2120 2120 2120 0 0 0 0 0 Force (lb)996 815 815 996 3620 3620 3620 0 0 0 0 0 Adj. Force 996 815 815 996 3620 3620 3620 0 0 0 0 0 % of floor 14%11%11%14%50%50%50%0%0%0%0%0% Flr. Diaphragm 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 996 815 815 996 3620 3620 3620 0 0 0 0 0 Wind (lb)1355 1109 1109 1355 4927 7869 7869 0 0 0 0 0 Adj. Force 1355 1109 1109 1355 4927 7869 7869 0 0 0 0 0 % of total 14%11%11%14%50%50%50%0%0%0%0%0% Total Wind 1355 1109 1109 1355 4927 7869 7869 0 0 0 0 0 Shear Wall 6 6.28 6.28 6 32 38.5 38.5 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 0.83 0.83 1 0.76 1 1 1 1 1 1 1 Seis Load (plf)166 130 130 166 113 94 94 0 0 0 0 0 Wind Load (plf)226 177 177 226 154 204 204 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 SW-1 Uplift % Force on pier 50%100%100%50%50%100%100%100%100%100%100%100% Wall Length (ft)3 18 18 3 24 53 53 10 10 10 10 10 Wall Height (ft)9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft)0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft)20 40 40 0 42 0 0 0 0 0 0 0 Wall Load (plf)180 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf)198 288 288 108 297 108 108 108 108 108 108 108 Seis.Uplift (lbs)1196 0 0 1331 0 0 0 0 0 0 0 0 Wind Uplift (lbs)1735 0 0 1870 0 0 0 0 0 0 0 0 STHD10 STHD10 Seismic (kips)Wind (kips) Shear Wall Allowable Loads (plf) 8 Shear Plan:Summerfield Twin Home Date:4/8/2020 Location:SF21B4-SF22B4 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 0.66 L/B main floor 0.66 Roof Height 13.25 Mean roof Height 16.6 Truss Span 53 Roof Slope 6 /12 Roof Angle (deg)26.60 Sine =0.4478 Lower Truss Span 53 Lower roof Slope 6 /12 Lower roof Angle (deg)26.60 Sine =0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 23.1 Table 27.6-1 Upper floor, po 23.1 Table 27.6-1 Main floor, ph 23.1 Main floor, po 23.1 Basement floor, ph 23.1 Basement floor, po 23.1 Upper Floor (psf)Relative positioning Net Pressure 13.9 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 13.9 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -6.9 -8.7 0.839 Load Case 2 5.4 -4.2 Lower Roof (psf) Load Case 1 -6.8 -8.5 Load Case 2 5.3 -4.1 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 13.25 80.00 1060.0 10183 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 0.0 80 80 0 0.0 0.0 (height)(height)(height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 80 688.9 800 6888.7 0 0.0 Leeward 80 422.2 800 4222.1 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs)10183 1st Floor Diaphragm Shear Total Shear (lbs)15738 Basement Diaphragm Shear Total Shear (lbs)21849 Base Wind Shear 22404 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)-63.8 -9.17 -9.40 Low roof (per truss)--- Lateral (lbs)H1 H2.5 Roof (per truss)2.4 326.87 170.72 Low roof (per truss)0.0 -- Factors of Safety Exposure Adj. Factor Elevation Adj. Factor 9 Wind (Left and Right Loading) Plan:Summerfield Twin Home Date:4/8/2020 Location:SF21B4-SF22B4 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 1.51 L/B main floor 1.51 Roof Height 13.25 Mean roof Height 16.6 Truss Span 53 Roof Slope 6 /12 Roof Angle (deg)26.60 Sine =0.4478 Lower Truss Span 53 Lower roof Slope 6 /12 Lower roof Angle (deg)26.60 Sine =0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 21.5 Table 27.6-1 Upper floor, po 21.5 Table 27.6-1 Main floor, ph 21.5 Main floor, po 21.5 Basement floor, ph 21.5 Basement floor, po 21.5 Upper Floor (psf)Relative positioning Net Pressure 12.9 Windward 8.7 Left 6.3 Leeward 4.2 Right 6.3 Main Floor (psf) Net Pressure 12.9 Windward 8.7 Left 6.3 Leeward 4.2 Right 6.3 Basement Floor (psf) Net Pressure 12.9 Windward 8.7 Left 6.3 Leeward 4.2 Right 6.3 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -6.9 -8.7 0.839 Load Case 2 5.4 -4.2 Lower Roof (psf) Load Case 1 -6.8 -8.5 Load Case 2 5.3 -4.1 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 13.25 53.00 488.0 4688 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2)Horizontal Force (lbs) 0.0 53 53 0 0.0 0.0 (height)(height)(height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs)ft2 force (lbs)ft2 force (lbs) Windward 80 698.4 800 6984.5 0 0.0 Leeward 80 334.7 800 3347.0 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs)4688 1st Floor Diaphragm Shear Total Shear (lbs)9854 Basement Diaphragm Shear Total Shear (lbs)15536 Base Wind Shear 16052 Hurricane Ties Uplift (lbs)H1 H2.5 Roof (per truss)-63.8 -9.17 -9.40 Low roof (per truss)--- Lateral (lbs)H1 H2.5 Roof (per truss)1.1 710.01 370.83 Low roof (per truss)0.0 -- Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 10 Wind (Left and Right Loading) Plan:Summerfield Twin Home Date:4/8/2020 Location:SF21B4-SF22B4 RB-1 (2) 16" LVL 2.0E 2600 Fb RB-2 (2) 7 1/4" LVL 2.0E 2600 Fb RB-3 (3) 2X10's DF #2 RB-4 (2) 2X10's DF #2 RB-5 (2) 2X10's DF #2 RB-6 (2) 2X6's DF #2 Beam Page 1 11 Schedule Plan: Summerfield Twin Home Date: 04/08/2020 Location: SF21B4-SF22B4 PASS PASS PASS PASS PASS PASS (2) 16" LVL (2) 7 1/4" LVL (3) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X6's DF #2 Moment: 1.44 Moment: 1.18 Moment: 1.38 LL Deflection: L/1000 Shear: 2.51 Moment: 2.21 Controlling Load Case 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 Grade LVL LVL DF #2 DF #2 DF #2 DF #2 LOADING PARAMETERS POST PASS PASS PASS PASS PASS Floor Live Load (psf)40 40 40 40 40 40 Floor Total Load (psf)52 52 52 52 52 52 Roof Live Load (psf)40 40 40 40 40 40 Roof Total Load (psf)55 55 55 55 55 55 Wall Load (psf)20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 6 5 2 2 5 Beam Weight (plf)16.24 7.36 8.33 5.55 5.55 3.30 BEAM SIZING Beam Depth (in)16 7.25 9.25 9.25 9.25 5.5 Beam Width/Weight 3.5 3.5 4.5 3 3 3 UNIFORM LOADING Floor Span (ft)0 0 0 0 0 0 Roof Span (ft)24 48.5 48.5 0 48 4 Wall Height (ft)0 0 0 0 0 5 Total Uniform Floor Load (plf)0 0 0 0 0 0 Total Live Floor Load (plf)0 0 0 0 0 0 Total Uniform Roof Load (plf)660 1333.75 1333.75 0 1320 110 Total Live Roof Load (plf)480 970 970 0 960 80 Total Uniform Wall Load (plf)0 0 0 0 0 100 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ------------------------------ 1 Span/Height (ft)0 0 0 0 0 0 1 Start Point (ft)0 0 0 0 0 0 1 End Point (ft)0 0 0 0 0 0 1 Total Partially Uniform Load (plf)0 0 0 0 0 0 Partially Uniform Load 2 ------------------------ 2 Span/Height (ft)0 0 0 0 0 0 2 Start Point (ft)0 0 0 0 0 0 2 End Point (ft)0 0 0 0 0 0 2 Total Partially Uniform Load (plf)0 0 0 0 0 0 Partially Uniform Load 3 ------------------------ 3 Span/Height (ft)0 0 0 0 0 0 3 Start Point (ft)0 0 0 0 0 0 3 End Point (ft)0 0 0 0 0 0 3 Total Partially Uniform Load (plf)0 0 0 0 0 0 Partially Uniform Load 4 ------------------------------ 4 Span/Height (ft)0 0 0 0 0 0 4 Start Point (ft)0 0 0 0 0 0 4 End Point (ft)0 0 0 0 0 0 4 Total Partially Uniform Load (plf)0 0 0 0 0 0 POINT LOADS Point Load 1 ------------------ 1 Location (ft)0 0 0 0 0 0 1 Total Load (lb)0 0 0 0 0 0 Point Load 2 ------------------ 2 Location (ft)0 0 0 0 0 0 2 Total Load (lb)0 0 0 0 0 0 Point Load 3 ------------------ 3 Location (ft)0 0 0 0 0 0 3 Total Load (lb)0 0 0 0 0 0 Point Load 4 ------------------ 4 Location (ft)0 0 0 0 0 0 4 Total Load (lb)0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 Left Reaction (lb)5410 4023 3355 6 1326 533 Right Reaction (lb)5410 4023 3355 6 1326 533 Max Moment (lb-ft)21640 6035 4194 3 663 667 Max Shear (lb)5410 4023 3355 6 1326 533 Cv 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.20 1.10 1.10 1.30 Area (in2)56.00 25.38 41.63 27.75 27.75 16.50 Moment of Inertia I (in4)1195 111 297 198 198 42 Maximum Bending Stress (psi)1739 2362 784 1 186 529 Allowable Bending Stress (psi)2500 2784 1080 990 990 1170 Allowable Moment (lb-ft)31114 7115 5775 3529 3529 1475 MOMENT FS 1.44 1.18 1.38 1271.88 5.33 2.21 Allowable Shear Stress (psi)285 285 180 180 180 180 Maximum Shear Capacity (lb)10640 4821 4995 3330 3330 1980 SHEAR FS 1.97 1.20 1.49 600.00 2.51 3.71 Bearing Required 2.06 1.53 1.19 0.00 0.71 0.28 Elastic Modulus (psi)2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in)0.30 0.13 0.03 0.00 0.00 0.02 Live Load Deflection Limit 360 360 360 360 360 360 Allowable Live Load Deflection (in)0.53 0.20 0.17 0.07 0.07 0.17 LIVE LOAD DEFLECTION FS 1.78 1.56 5.74 100.00 60.46 9.76 Total Load Deflection (in)0.42 0.18 0.04 0.00 0.00 0.05 Total Load Deflection Limit 240 240 240 240 240 240 Allowable Total Load Deflection (in)0.80 0.30 0.25 0.10 0.10 0.25 TOTAL LOAD DEFLECTION FS 1.90 1.69 6.23 15688.03 65.68 5.49 SELECTION LVL LVL DF #2 DF #2 DF #2 DF #2 (2) 16"(2) 7 1/4"(3) 2X10's (2) 2X10's (2) 2X10's (2) 2X6's 12 Beams