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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 22-00457 - Herndon Apartments - Walsh - Townhomes - 4 UnitsRexburg, ID 6/27/2022 Structural Design (801) 876-3501 Structural Calculations Walsh Residence 263 S. 4th West Prepared For: DSW Drafting 06/27/2022 6/27/2022 STRUCTURAL CALCULATIONS For: DSW Drafting Plan #: Walsh Residence Location: 263 S. 4th West 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): 35 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: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 Studs 14 Spot Footings 15 Table of Contents Elevation: 4872 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)35 SNOW CALCULATION: 5 Snow Load Calculation Plan:Walsh Residence Date:6/13/2022 Location:263 S. 4th West PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 2.88 FS: 2.88 FS: 3.29 FS: 3.29 FS: 1.81 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) 16.5 16.5 9 9 31 Floor Span (ft) 0 0 0 0 0 Wall Height (ft) 9 9 13 13 16.5 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 0.59 0.59 0.49 0.49 1.11 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) 0.87 0.87 0.76 0.76 1.38 Soil Load (ksf) 0.52 0.52 0.46 0.46 0.83 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 6 Footings Plan: Walsh Residence Date: 6/13/2022 Location: 263 S. 4th West LOADING SUMMARY Roof Live Load (psf): 35 DIAPHRAGM LOADING Roof Dead Load (psf): 15 Ext Wall Length (ft) Wall Height (ft) Roof SQFT Weight. (psf) Snow Wgt. (psf) Floor SQFT Weight. (psf) Misc weight Diaphragm Weight (lb) Wall Weight Total Weight Shear (lb) Floor Live Load (psf): 40 Roof --- --- 2040 15 7 ------ 0 44,880 17,640 62,520 3,216 Floor Dead Load (psf): 12 ---0 0 0 0 7 0 0 0 0 0 0 0 Exterior Wall Dead Load (psf): 20 ---0 0 0 0 7 0 0 0 0 0 0 0 Interior Wall Dead Load (psf): 10 Floor 1 196 9 0 0 7 2040 12 1710 26,190 19,600 45,790 2,355 Suspended Slab Dead Load (psf):115 Suspended Slab Live Load (psf): 60 SNOW LOAD PARAMETERS Roof Slope (x/12):6 HX (ft) WX (kip) HX x WX % ForceTotal Shear (kip)FX VX Roof Pitch (θ):26.57 Roof 11.94 62.52 746 100% 3.22 3.22 3.22 Total Roof Load (psf):50.00 ------ 0.00 0 0% 0.00 0.00 3.22 ------ 0.00 0 0% 0.00 0.00 3.22 SEISMIC LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 3.22 0.00 3.22 Site Class: D TOTALS 0.00 62.52 746.33 3,216 --- --- 3.22 Importance Factor 1.00 Fa:1.51 R: 6.5 SS:0.366 SMS:0.552 SDS:0.367 CS:0.057 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.051 Diaphragm Forces Diaphragm F.S. Base Shear Force lb:3,216 Front/Back Left/Right Front/Back Left/Right Floor 1 Lateral Force lb:0 --------- --- --- --- ---0 --------- --- --- --- ---0 --------- --- --- --- Roof Lateral Force lb:3,216 5/8 OSB 3.17 47 107 1822 355 --- 54 --- --- SEISMIC FORCE DISTRIBUTION Max Diaphragm Shear (lb) Chord Forces (lbs) ω Diaphragm (plf) 1 Seismic7 Plan:Walsh Residence Date:6/13/2022 Location:263 S. 4th West total left/right front/back seismic wind Location Area Location Area --- 0 kips --- --- SW-1 240 336 PORCH 57 --- 0 kips --- --- SW-1 350 490 1st Floor 3.2 kips 7.2 4.3 SW-2 450 630 Basement 0.0 kips 0.0 0.0 SW-3 585 819 Location FRONT BACK LEFT RIGHT A A A A A A A Front side Back side Left side Right side Front side Front side Front side Front side Front side Front side Front side Floor 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 Width 68 68 30 30 0 0 0 0 0 0 0 Depth 30 30 68 68 0 0 0 0 0 0 0 Area (sqft) 1077 1077 1077 1077 0 0 0 0 0 0 0 Force (lb) 1608 1608 1608 1608 0 0 0 0 0 0 0 Adj. Force 1608 1608 1608 1608 0 0 0 0 0 0 0 % of floor 50% 50% 50% 50% 0% 0% 0% 0% 0% 0% 0% Transferred Source none none none none none none none none none none none Transfered Forces 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 Total Seismic 1608 1608 1608 1608 0 0 0 0 0 0 0 Wind (lb) 2137 2137 3599 3599 0 0 0 0 0 0 0 Adj. Force 2137 2137 3599 3599 0 0 0 0 0 0 0 % of total 50% 50% 50% 50% 0% 0% 0% 0% 0% 0% 0% Total Wind 2137 2137 3599 3599 0 0 0 0 0 0 0 Sheathing 7/16" 7/16" 7/16" (16" o.c.) 7/16" (16" o.c.) 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" Shear Wall 58 52.5 7.361 7.361 10 10 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. C o 0.91 0.9 0.99 0.99 1 1 1 1 1 1 1 Seis Load (plf) 28 31 218 218 0 0 0 0 0 0 0 Wind Load (plf) 37 41 489 489 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% 50% 50% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 68 68 10.75 10.75 10 10 10 10 10 10 10 Wall Height (ft) 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 Roof Span (ft) 16.5 16.5 4 4 0 0 0 0 0 0 0 Wall Load (plf) 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 182.25 182.25 126 126 108 108 108 108 108 108 108 Seis.Uplift (lbs)0 0 0 0 0 0 0 0 0 0 0 Wind Uplift (lbs)0 0 838 838 0 0 0 0 0 0 0 STHD10 STHD10 MISC AREASSeismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 1 Shear8 Plan:Walsh Residence Date:6/13/2022 Location:263 S. 4th West 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 3rd Floor --- L/B 2nd floor --- L/B 1st floor 0.50 Roof Height 3.88 Mean roof Height 11.9 Truss Span 15.5 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 15.5 Lower roof Slope 6 /12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-16 2.4.1) 3rd floor, ph 0.0 Table 27.6-1 3rd floor, po 0.0 2nd floor, ph 0.0 2nd floor, po 0.0 1st floor, ph 23.1 1st floor, po 23.1 Basement floor, ph 23.1 Basement floor, po 23.1 3rd Floor (psf)Relative positioning Net Pressure 0.0 Windward 0.0 Left 0.0 Leeward 0.0 Right 0.0 2nd Floor (psf) Net Pressure 0.0 Windward 0.0 Left 0.0 Leeward 0.0 Right 0.0 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 -6.8 -8.5 0.838 Table 26.9-1 Load Case 2 5.3 -4.1 Lower Roof (psf) Load Case 1 - - Load Case 2 - - Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 3.88 68.00 263.5 2478 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.00 68 68 0 0.0 0.0 Wall Load (height) (height) Basement 1 1st floor 10 ft2 force (lbs) ft 2 force (lbs) Windward 68 585.3 680 5852.8 Leeward 68 358.7 680 3587.2 (height) (height) 2nd floor 0 3rd floor 1 ft2 force (lbs)ft2 force (lbs) Windward 0 0.0 0 0.0 Leeward 0 0.0 0 0.0 Diaphragm Forces ω Diaphragm Loading Diaphragm Shear Diaphragm F.S.Chord Forces (front & back top plates) Base Shear Force lb:12,862 (plf) (plf)(lbs) Floor 1 Lateral Force lb:0 --- --- ---------(used 19/32 unblocked values) ---0 --- --- ---------(used 19/32 unblocked values) ---0 --- --- ---------(used 19/32 unblocked values) Roof Lateral Force lb:7,198 106 120 7/16 OSB 1.42 4079 (used 7/16 unblocked values) Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 0.0 100.00 100.00 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 82.6 9.50 4.96 Low roof (per truss) -- - Factors of Safety Exposure Adj. Factor Elevation Adj. Factor 9 Wind (Left and Right Loading) Plan:Walsh Residence Date:6/13/2022 Location:263 S. 4th West 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 3rd Floor --- L/B 2nd floor --- L/B 1st floor 2.00 Roof Height 3.88 Mean roof Height 11.9 Truss Span 15.5 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 15.5 Lower roof Slope 6 /12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-16 2.4.1) 3rd floor, ph 0.0 Table 27.6-1 3rd floor, po 0.0 2nd floor, ph 0.0 2nd floor, po 0.0 1st floor, ph 20.0 1st floor, po 20.0 Basement floor, ph 20.0 Basement floor, po 20.0 3rd Floor (psf)Relative positioning Net Pressure 0.0 Windward 0.0 Left 0.0 Leeward 0.0 Right 0.0 2nd Floor (psf) Net Pressure 0.0 Windward 0.0 Left 0.0 Leeward 0.0 Right 0.0 Main Floor (psf) Net Pressure 12.0 Windward 8.7 Left 7.7 Leeward 3.2 Right 7.7 Basement Floor (psf) Net Pressure 12.0 Windward 8.7 Left 7.7 Leeward 3.2 Right 7.7 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -6.8 -8.5 0.838 Table 26.9-1 Load Case 2 5.3 -4.1 Lower Roof (psf) Load Case 1 - - Load Case 2 - - Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 3.88 30.00 263.5 2478 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.00 30 30 0 0.0 0.0 Wall Load (height) (height) Basement 1 1st floor 10 ft2 force (lbs) ft 2 force (lbs) Windward 30 262.2 300 2621.7 Leeward 30 97.0 300 969.7 (height) (height) 2nd floor 0 3rd floor 1 ft2 force (lbs)ft2 force (lbs) Windward 0 0.0 0 0.0 Leeward 0 0.0 0 0.0 Diaphragm Forces ω Diaphragm Loading Diaphragm Shear Diaphragm F.S.Chord Forces (Left & Right top plates) Base Shear Force lb:6,429 (plf) (plf)(lbs) Floor 1 Lateral Force lb:0 --- --- ---------(used 19/32 unblocked values) ---0 --- --- ---------(used 19/32 unblocked values) ---0 --- --- ---------(used 19/32 unblocked values) Roof Lateral Force lb:4,274 142 31 7/16 OSB 5.41 471 (used 7/16 unblocked values) Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 0.0 100.00 100.00 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 36.4 21.54 11.25 Low roof (per truss) -- - Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 10 Wind (Left and Right Loading) Plan: Walsh Residence Date: 6/13/2022 Location: 263 S. 4th West PASS Moment: 1.01 ROOF JOISTS JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Truss Joists Joist Type:SAWN TJI TJI TJI TJI Joist Series:DF #2 210 210 210 210 Joist Depth (in): 9.25 11.88 11.88 11.88 11.88 Joist Span (ft): 14.5 2 2 2 2 Joist Spacing (in): 16 16 16 16 16 LOAD PARAMETERS Floor Dead Load 20 12 12 12 12 Floor Live Load 35 40 40 40 40 Total Floor Load 55 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)2.775 2.8 2.8 2.8 2.8 Joist Loading (plf)76 72 72 72 72 Max Reaction (lb)552 72 72 72 72 Max Moment (ft-lb)2000 36 36 36 36 JOIST DETERMINATION F'b (psi)1138.5 3795 3795 3795 3795 Max Bending Stress (Sawn Only) (psi)1122.1 12.3 12.3 12.3 12.3 Moment FS 1.01 105.22 105.22 105.22 105.22 Max Shear Capacity (lb)1665 1655 1655 1655 1655 Shear FS 3.02 22.94 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)0.29 0.00 0.00 0.00 0.00 Allowable Live Load Deflection (in)0.48 0.07 0.07 0.07 0.07 LL Deflection FS 1.65 123.36 123.36 123.36 123.36 Total Load Deflection Limit 240 240 240 240 240 Total Load Deflection (in)0.48 0.00 0.00 0.00 0.00 Allowable Total Load Deflection (in)0.73 0.10 0.10 0.10 0.10 TL Deflection FS 1.52 136.82 136.82 136.82 136.82 SELECTION 2x10 DF #2 @ 16" 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.11 7/8" TJI 210 @ 16" O.C. 11 Joists Plan: Walsh Residence Date:6/13/2022 Location: 263 S. 4th West RB-1: (2) 2X6's DF #2 RB-2: (2) 2X8's DF #2 RB-3: (2) 2X8's DF #2 RB-4: (3) 2X10's DF #2 Beam Page 1 12 Schedule Plan: Walsh Residence Date: 06/13/2022 2 trimmers required Location: 263 S. 4th West PASS PASS PASS PASS (2) 2X6's DF #2 (2) 2X8's DF #2 (2) 2X8's DF #2 (3) 2X10's DF #2 Moment: 2.54 Moment: 1.71 Moment: 1.24 Moment: 1.93 Controlling Load Case DL+S DL+S DL+S DL+S Name RB-1 RB-2 RB-3 RB-4 Grade DF #2 DF #2 DF #2 DF #2 LOADING PARAMETERS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 Floor Total Load (psf) 52 52 52 52 Roof Live Load (psf) 35 35 35 35 Roof Total Load (psf) 50 55 55 50 Wall Load (psf) 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)5 5 6 11.5 Beam Weight (plf) 3.30 4.35 4.35 8.33 BEAM SIZING Beam Depth (in)5.5 7.25 7.25 9.25 Beam Width/Weight 3 3 3 4.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 Roof Span (ft) 4 16.5 16.5 8 Wall Height (ft) 5.5 2.5 1.5 0 Total Uniform Floor Load (plf) 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 Total Uniform Roof Load (plf) 100 453.75 453.75 200 Total Live Roof Load (plf) 70 288.75 288.75 140 Total Uniform Wall Load (plf) 110 50 30 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 1 Start Point (ft) 0 0 0 0 1 End Point (ft) 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 Partially Uniform Load 2 ---- ---- ---- ---- 2 Span/Height (ft) 0 0 0 0 2 Start Point (ft) 0 0 0 0 2 End Point (ft) 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 Partially Uniform Load 3 ---- ---- ---- ---- 3 Span/Height (ft) 0 0 0 0 3 Start Point (ft) 0 0 0 0 3 End Point (ft) 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 Partially Uniform Load 4 ----- ----- ----- ----- 4 Span/Height (ft) 0 0 0 0 4 Start Point (ft) 0 0 0 0 4 End Point (ft) 0 0 0 0 4 Total Partially Uniform Load (plf) 0 0 0 0 POINT LOADS Point Load 1 --- --- --- --- 1 Location (ft) 0 0 0 0 1 Total Load (lb) 0 0 0 0 Point Load 2 --- --- --- --- 2 Location (ft) 0 0 0 0 2 Total Load (lb) 0 0 0 0 Point Load 3 --- --- --- --- 3 Location (ft) 0 0 0 0 3 Total Load (lb) 0 0 0 0 Point Load 4 --- --- --- --- 4 Location (ft) 0 0 0 0 4 Total Load (lb) 0 0 0 0 REACTIONS & MOMENT Duration Increase 1.15 1.15 1.15 1.15 Left Reaction (lb) 533 1270 1464 1198 Right Reaction (lb) 533 1270 1464 1198 Max Moment (lb-ft) 667 1588 2196 3444 Max Shear (lb) 533 1270 1464 1198 Cv 1.00 1.00 1.00 1.00 Cf 1.30 1.20 1.20 1.20 Area (in2)16.50 21.75 21.75 41.63 Moment of Inertia I (in4)42 95 95 297 Maximum Bending Stress (psi) 529 725 1003 644 Allowable Bending Stress (psi) 1346 1242 1242 1242 Allowable Moment (lb-ft) 1696 2720 2720 6642 MOMENT FS 2.54 1.71 1.24 1.93 Allowable Shear Stress (psi) 207 207 207 207 Maximum Shear Capacity (lb) 2277 3002 3002 5744 SHEAR FS 4.27 2.36 2.05 4.80 Bearing Required 0.28 0.68 0.78 0.43 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.01 0.03 0.06 0.12 Live Load Deflection Limit 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.17 0.20 0.38 LIVE LOAD DEFLECTION FS 11.16 6.19 3.58 3.27 Total Load Deflection (in) 0.05 0.05 0.09 0.17 Total Load Deflection Limit 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.25 0.30 0.58 TOTAL LOAD DEFLECTION FS 5.49 5.28 3.18 3.30 SELECTION DF #2 DF #2 DF #2 DF #2 (2) 2X6's (2) 2X8's (2) 2X8's (3) 2X10's 13 Beams Plan:Walsh Residence Date:6/13/2022 Location:263 S. 4th West PASS 6x6 POST Controlling Factor FS:30.1 Axial Compression PORCH --- --- --- --- --- --- --- --- --- COLUMN DIMENSIONS: Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 9 Y-Unbraced Length (ft): 9 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): 5.5 1.5 1.5 1.5 1.5 # Members 2 2 2 2 2 Choose Post or Stud spacing Post Post Post Post Post Post, Axial Load (lbs) 1198 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 Stud Axial Load (plf) 0 0 0 0 0 FbE 1,378,667 198,857 198,857 198,857 198,857 Moment of Inertia (in4)153 11 11 11 11 D+ (0.6W) Bending Stress (fb)0 0 0 0 0 fc (psi)20 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)20 1 1 1 1 Bending and Axial (3.9-3)100.0 100.0 100.0 100.0 100.0 MATERIAL PROPERTIES: Area (in2)60.50 10.50 10.50 10.50 10.50 Fc 700 1,350 1,350 1,350 1,350 E 1,300,000 1,600,000 1,600,000 1,600,000 1,600,000 Emin 470,000 580,000 580,000 580,000 580,000 Lex/dx 19.64 30.86 30.86 30.86 30.86 Ley/dy 9.82 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 1.15 1.15 1.15 1.15 Ke 1 1 1 1 1 Fc*770 1,553 1,553 1,553 1,553 Fce 1,002 501 501 501 501 Cp 0.77 0.30 0.30 0.30 0.30 F'c 596 462 462 462 462 Allowable Load (lbs)36,028 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: 14 Studs Plan:Walsh Residence Date:6/13/2022 Location:263 S. 4th West PASS FS: 5.01 INPUT Location:PORCH ------------ 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)1,198 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)0.80 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)161.68 1.35 1.35 1.35 1.35 ΦMn (lb-ft/ft) 6700.37 6700.37 6700.37 6700.37 6700.37 ONE WAY SHEAR Vu (kip)0.15 0.00 0.00 0.00 0.00 ΦVc (kip)6.16 6.16 6.16 6.16 6.16 PUNCHING SHEAR Vu (kip)1.5 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 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)1.35 1.35 1.35 1.35 1.35 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 15 Spot Footings