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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 21-00553 - 2462 W 880 S - New SFR7/13/2021 Structural Design (801) 876-3501 Structural Calculations Princeton SF14B14 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 7/13/2021 7/13/2021 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Princeton Location: SF14B14 From: York Engineering Inc. 4883 Old Highway Rd. Suite A Morgan, Utah 84050 (801) 876-3501 Design Criteria 2018 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: D Wind Speed: 115 mph for Exposure C Material Properties: Concrete (fc'):3000 psi (foundation) to 4000 psi (suspended slab) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & stable granular based, 1500 psf bearing capacity, granular based Backfill: KH = 35 pcf, slope not to exceed 20% Setback: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. 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 FTW 9 FTW (2) 10 Wind (Left & Right Loading) 11 Wind (Front & Back Loading) 12 Joists 13 Beam Schedule 14 Beams 15 Beams (2) 16 Beams (3) 17 Studs 18 Spot Footings 19 Table of Contents Plan:Princeton Date:7/12/2021 Location:SF14B14 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.38 FS: 1.21 FS: 3.19 FS: 3.19 FS: 1.15 DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+LL 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) 30 30 10 10 0 Floor Span (ft) 22 34 4 4 58 Wall Height (ft) 20 20 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.54 1.79 0.51 0.51 1.71 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) 1.81 2.06 0.78 0.78 1.96 Soil Load (ksf) 1.09 1.24 0.47 0.47 1.31 FOOTING SELECTION F-20 F-20 F-20 F-20 F-18 6 Footings Plan:Princeton Date:7/12/2021 Location:SF14B14 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 48.25 34.74 ---15 8 25,770 10,715 36,485 3,967 Floor Live Load (psf): 40 Floor 2 34.39 33 8 12 26,283 25,653 51,936 5,646 Floor Dead Load (psf): 12 Floor 1 48.25 35 9 12 9,432 16,598 26,030 2,830 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 23.23 36.49 848 60% 5.74 5.74 5.74 Floor 2 10.00 51.94 571 40% 9.61 3.87 9.61 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 9.61 0.00 9.61 Roof Slope (x/12):7 TOTALS 0.01 88.42 1,419 9,613 --- ---9.61 Roof Pitch (θ):30.26 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.06 R: 6.5 SS:1.100 SMS:1.166 SDS:0.777 CS:0.119 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.109 SHEAR DISTRIBUTION Base Shear Force lb:9,613 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:5,646 Roof Lateral Force lb:3,967 Diaphragm Loading (plf): 57 Diaphragm FS 2.98 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 7 Seismic Plan:Princeton Date:7/12/2021 Location:SF14B14 seismic wind total left/right front/back SW-1 240 336 2nd Floor 5.7 kips 5.8 5.4 SW-1 350 490 1st Floor 3.9 kips 6.9 4.6 SW-2 450 630 Basement 0.0 kips 3.9 2.6 SW-3 585 819 Location Master Bed 2 Bed 3 Rear Left Right Entry/Family 2 Car 3rd Car 3rd Car Rear Left Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Left side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines up w/ none none none none none none 2-front-Master2-front-Bed 2 none none 2-back-Rear 2-Left-Left Width 16.5 11 10 38 29 29 16.7 21.33 12 12 38 29 Depth 29 30 29 29.2 38.3 38.3 29 34 31 31 32 55 Area (sqft) 239.25 165 145 554.8 555.35 555.35 322.15 362.61 186 186 630 880.5 Force (lb) 1226 846 743 2843 2846 2846 744 837 430 430 1455 2033 Adj. Force 1244 858 754 2886 2871 2871 739 832 427 427 1446 1990 % of floor 22% 15% 13% 50% 50% 50% 19% 21% 11% 11% 37% 51% Flr. Diaphragm 323 223 196 748 745 745 192 216 0 0 375 516 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 1244 1612 0 0 2886 2871 Total Seismic 1244 858 754 2886 2871 2871 2038 2505 427 427 4437 4924 Wind (lb) 1163 802 705 2697 2886 2886 885 997 511 511 1732 3630 Adj. Force 1180 814 715 2737 2912 2912 880 990 508 508 1721 3553 % of total 22% 15% 13% 50% 50% 50% 19% 21% 11% 11% 37% 51% Total Wind 1180 814 715 2737 2912 2912 2060 2520 508 508 4458 6465 Sheathing 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" (16" o.c.)7/16" (16" o.c.) Shear Wall FTW 4.5 3.92 26.7 24.5 29 FTW 5.5 Portal 12 12.5 14 Aspect Ratio (1) 1 1 1 1 1 (2) 0.84 1 0.97 1 PSW Adj. Co 0.79 0.8 0.8 1 1 1 1 1 0.86 Seis Load (plf) 191 192 108 117 99 456 36 355 352 Wind Adj Load (plf) 74.0 71.5 72.0 118.8 100.4 458.1 42.3 356.6 380.3 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-3 SW-3 SW-1 SW-1 SW-2 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% 24% 100% Wall Length (ft) FTW 11 10 38 24.5 29 FTW 2.75 Portal 12 3 17 Wall Height (ft) 8 8 8 8 8 8 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 16.5 0 0 0 12.5 2 Roof Span (ft) 29 0 0 29 4 4 0 6 32 32 29 4 Wall Load (plf) 160 160 160 160 160 160 180 180 180 180 180 180 Total DL (plf) 226.5 96 96 226.5 114 114 167.4 135 252 252 283.5 133.2 Seis.Uplift (lbs)- 122 154 0 0 0 - 3914 - 0 2770 1715 Wind Uplift (lbs)- 81 115 0 0 0 - 3938 - 0 2784 2663 STHD10/RJ STHD14 STHD14 STHD10 STHD10 Location Right Right 2 car A A A A A A A A A A Right side Right side Front side Front side Front 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 1 Lines up w/ none 2-right-Right none none none none none none none none none none Width 31 34 0 0 0 0 0 0 0 0 0 0 Depth 12 38 0 0 0 0 0 0 0 0 0 0 Area (sqft) 186 646 0 0 0 0 0 0 0 0 0 0 Force (lb) 430 1492 0 0 0 0 0 0 0 0 0 0 Adj. Force 420 1460 0 0 0 0 0 0 0 0 0 0 % of floor 11% 38% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj Flr. Dia. 0 425 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 2871 0 0 0 0 0 0 0 0 0 0 Total Seismic 420 4377 0 0 0 0 0 0 0 0 0 0 Wind (lb) 767 2663 0 0 0 0 0 0 0 0 0 0 Adj. Force 751 2607 0 0 0 0 0 0 0 0 0 0 % of total 11% 38% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 751 5518 0 0 0 0 0 0 0 0 0 0 Sheathing 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" 7/16" Shear Wall 28 34 10 10 10 10 10 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 1 1 1 1 1 1 1 1 1 1 1 Seis Adj Load (plf)15.0 128.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind Adj Load (plf)26.8 162.3 0.0 0.0 0.0 0.0 0.0 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 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 28 34 10 10 10 10 10 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) 4 0 0 0 0 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) 126 108 108 108 108 108 108 108 108 108 108 108 Seis.Uplift (lbs)0 0 0 0 0 0 0 0 0 0 0 0 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 8 Shear Plan:Princeton Date:7/12/2021 Location:SF14B14 LOAD PARAMETERS Seismic Load (lb): 1,244 Wind Load (lb): 1,180 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 8 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.58 Wind FS 2.32 ASPECT RATIO Left Aspect Ratio: 100%16.4 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Interfloor Seismic: 0 Wall Load 160 Uniform Seismic: 0 Tie-Down: CS16X32 Wind: 0 Floor 0 Uniform Wind: 0 Tie-Down Seismic FS Not Needed Roof 0 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-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 5.14 Tie-Down: CS16X32 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 425 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 87 Studs: 2x4 Studs F'T (psi)920 Stud FS: 10.56 2.8 10.8 2.8 Master Second Floor Front Side 0 FORCE TRANSFER WALL All Units lb/ft unless specified 0 PASS 70 PASS 222 PASS 222 <- - - - - - - - - - - - f e e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN 1 4 3 <----------------------------------------> PASS 70 PASS 70 PASS Dead Load Resistance 152 152 PASS 70 PASS 9 FTW Plan:Princeton Date:7/12/2021 Location:SF14B14 LOAD PARAMETERS Seismic Load (lb): 2,038 Wind Load (lb): 2,060 SHEAR WALL SELECTION Shear Wall Callout: SW-3 Seismic Strength (lb/ft): 585 9 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 1.15 Wind FS 1.59 ASPECT RATIO Left Aspect Ratio: 94%9.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Corner Seismic: 1418 Wall Load 180 Uniform Seismic: 1418 Tie-Down: STHD10/RJ Wind: 1439 Floor 0 Uniform Wind: 1439 Tie-Down Seismic FS 2.07 Roof 0 Uniform Tie-Down Wind FS 2.43 Point Load 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.32 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-3 --- 2" Edge Nailing and 12" Field Nailing Bolt FS 1.80 Tie-Down: STHD10/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,366 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 280 Studs: 2x4 Studs F'T (psi)920 Stud FS: 3.28 fe e t t a l l - - - - - - - - > 2 152 488 30 PASS PASS PASS 5 All Units lb/ft unless specified458 458 <- - - - - - - - - - - - 2 Entry/Family First Floor Front Side FORCE TRANSFER WALL PASS PASS 2 5 2.5 <----------------------------------------> PASS PASS 1,288 1,288 152 488 30 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN 10 FTW (2) Plan:Princeton Date:7/12/2021 Location:SF14B14 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 0.95 L/B main floor 0.72 Roof Height 8.46 Mean roof Height 23.2 Truss Span 29 Roof Slope 7 /12 Roof Angle (deg) 30.26 Sine = 0.5039 Lower Truss Span 29 Lower roof Slope 7 /12 Lower roof Angle (deg) 30.26 Sine = 0.5039 Load combination factor 0.6 (ASCE 7-16 2.4.1) Upper floor, ph 23.5 Table 27.6-1 Upper floor, po 23.5 Table 27.6-1 Main floor, ph 23.5 Main floor, po 23.4 Basement floor, ph 23.4 Basement floor, po 23.0 Upper Floor (psf)Relative positioning Net Pressure 14.1 Windward 8.7 Left 7.6 Leeward 5.4 Right 7.6 Main Floor (psf) Net Pressure 14.1 Windward 8.7 Left 7.6 Leeward 5.3 Right 7.6 Basement Floor (psf) Net Pressure 13.9 Windward 8.6 Left 7.6 Leeward 5.3 Right 7.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -6.3 -9.2 0.834 Load Case 2 6.2 -4.4 Lower Roof (psf) Load Case 1 -5.8 -8.5 Load Case 2 5.7 -4.1 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 8.46 38.00 321.4 3412 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 8.5 38 50 12 101.5 985.9 (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 50 429.7 500 4353.1 342 2986.9 Leeward 50 266.6 500 2674.9 342 1834.9 2nd Floor Diaphragm Shear Total Shear (lbs) 5823 1st Floor Diaphragm Shear Total Shear (lbs) 12734 Basement Diaphragm Shear Total Shear (lbs) 16596 Base Wind Shear 16944 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -35.4 -16.51 -16.93 Low roof (per truss) -54.1 -10.81 -11.09 Lateral (lbs)H1 H2.5 Roof (per truss) 3.0 257.77 134.63 Low roof (per truss) 0.6 1334.70 697.11 Factors of Safety Exposure Adj. Factor Elevation Adj. Factor 11 Wind (Left and Right Loading) Plan:Princeton Date:7/12/2021 Location:SF14B14 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 1.06 L/B main floor 1.39 Roof Height 8.46 Mean roof Height 23.2 Truss Span 29 Roof Slope 7 /12 Roof Angle (deg) 30.26 Sine = 0.5039 Lower Truss Span 29 Lower roof Slope 7 /12 Lower roof Angle (deg) 30.26 Sine = 0.5039 Load combination factor 0.6 (ASCE 7-16 2.4.1) Upper floor, ph 23.4 Table 27.6-1 Upper floor, po 22.2 Table 27.6-1 Main floor, ph 22.2 Main floor, po 22.1 Basement floor, ph 22.1 Basement floor, po 21.8 Upper Floor (psf)Relative positioning Net Pressure 13.7 Windward 8.4 Left 7.5 Leeward 5.2 Right 7.5 Main Floor (psf) Net Pressure 13.3 Windward 8.8 Left 6.7 Leeward 4.5 Right 6.7 Basement Floor (psf) Net Pressure 13.2 Windward 8.7 Left 6.7 Leeward 4.5 Right 6.7 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -6.3 -9.2 0.834 Load Case 2 6.2 -4.4 Lower Roof (psf) Load Case 1 -5.8 -8.5 Load Case 2 5.7 -4.1 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 8.46 36.00 304.5 3233 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 8.5 36 36 0 0.0 0.0 (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 36 313.2 360 3169.4 324 2730.6 Leeward 36 161.1 360 1617.3 324 1697.3 2nd Floor Diaphragm Shear Total Shear (lbs) 5447 1st Floor Diaphragm Shear Total Shear (lbs) 10054 Basement Diaphragm Shear Total Shear (lbs) 12684 Base Wind Shear 12922 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -35.4 -16.51 -16.93 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 2.9 272.09 142.11 Low roof (per truss) 0.0 - - Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 12 Wind (Left and Right Loading) Plan: Princeton Date: 7/12/2021 Location: SF14B14 PASS PASS Moment: 1.46 Moment: 1.41 JOIST SPECIFICATION Truss Joists Boise Cascade Truss Joists Truss Joists Truss Joists Joist Type:TJI BCI TJI TJI TJI Joist Series:210 6000 210 210 210 Joist Depth (in): 11.88 11.88 11.88 11.88 11.88 Joist Span (ft):17 17 2 2 2 Joist Spacing (in): 16 16 16 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)2.8 2.5 2.8 2.8 2.8 Joist Loading (plf)72 72 72 72 72 Max Reaction (lb)613 611 72 72 72 Max Moment (ft-lb)2606 2595 36 36 36 JOIST DETERMINATION Max Moment 100% (ft-lb)3795 3670 3795 3795 3795 Max Bending Stress (Sawn Only) (psi)886.2 882.6 12.3 12.3 12.3 Moment FS 1.46 1.41 105.22 105.22 105.22 Max Shear Capacity (lb)1655 1675 1655 1655 1655 Shear FS 2.70 2.74 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)0.35 0.36 0.00 0.00 0.00 Allowable Live Load Deflection (in)0.57 0.57 0.07 0.07 0.07 LL Deflection FS 1.61 1.56 123.36 123.36 123.36 Total Load Deflection Limit 240 240 240 240 240 Total Load Deflection (in)0.48 0.49 0.00 0.00 0.00 Allowable Total Load Deflection (in)0.85 0.85 0.10 0.10 0.10 TL Deflection FS 1.78 1.74 136.82 136.82 136.82 SELECTION 11 7/8" TJI 210 @ 16" O.C.11 7/8" BCI 6000 @ 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. 13 Joists Plan: Princeton Date:7/12/2021 Location: SF14B14 Beam Page 3 RB-1 (2) 11 7/8" LVL 2.0E 2600 Fb RB-11 (2) 2X10's DF #2 FB-8 5 1/8" x 19 1/2" GLB 24F-V4 RB-2 (2) 2X10's DF #2 RB-12 (2) 2X8's DF #2 FB-9 (1) 11 7/8" LVL 2.0E 2600 Fb RB-3 (2) 2X10's DF #2 RB-13 (2) 11 7/8" LVL 2.0E 2600 Fb FB-10(1) 11 7/8" LVL 2.0E 2600 Fb RB-4 (2) 2X10's DF #2 RB-14 (2) 2X8's DF #2 FB-11(2) 11 7/8" LVL 2.0E 2600 Fb RB-5 (2) 2X10's DF #2 FB-1 (2) 2X8's DF #2 FB-12(2) 2X8's DF #2 RB-6 (2) 2X10's DF #2 FB-2 (2) 2X8's DF #2 FB-13(3) 2X8's DF #2 RB-7 (2) 2X10's DF #2 FB-3 (3) 2X8's DF #2 FB-14(2) 2X8's DF #2 RB-8 (2) 2X10's DF #2 FB-4 (2) 7 1/4" LVL 2.0E 2600 Fb FB-15(2) 2X8's DF #2 RB-9 (2) 2X10's DF #2 FB-5 (2) 11 7/8" LVL 2.0E 2600 Fb FB-16(2) 2X8's DF #2 RB-10 (3) 2X10's DF #2 FB-6 (2) 2X8's DF #2 FB-17(2) 2X8's DF #2 FB-7 (2) 2X8's DF #2 FB-18(2) 11 7/8" LVL 2.0E 2600 Fb Beam Page 1 Beam Page 2 14 Schedule Plan: Princeton Date: 07/12/2021 2 trimmers required 2 trimmers required 2 trimmers required Location: SF14B14 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) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (3) 2X10's DF #2 LL Deflection: L/1051 Moment: 2.56 Moment: 2.92 Moment: 6.03 Moment: 6.64 Shear: 3.49 Shear: 3.49 Shear: 3.49 Shear: 14.54 Moment: 1.64 Controlling Load Case DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 Grade LVL DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 8 7.5 5 5 2.5 2.5 2.5 3 6 Beam Weight (plf) 12.06 5.55 5.55 5.55 5.55 5.55 5.55 5.55 5.55 8.33 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 Beam Width/Weight 3.5 3 3 3 3 3 3 3 3 4.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 6 7 7 4 4 31 31 31 4 31 Wall Height (ft) 0 0 0 5 4 1 1 1 3 2 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 Total Uniform Roof Load (plf) 165 192.5 192.5 110 110 852.5 852.5 852.5 110 852.5 Total Live Roof Load (plf) 120 140 140 80 80 620 620 620 80 620 Total Uniform Wall Load (plf) 0 0 0 100 80 20 20 20 60 40 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 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 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 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 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 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 Partially Uniform Load 4 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 4 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 4 End Point (ft) 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 POINT LOADS Point Load 1 --- --- --- --- --- --- --- --- --- --- 1 Location (ft) 0 0 0 0 0 0 0 0 0 0 1 Total Load (lb) 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 2 Total Load (lb) 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 3 Total Load (lb) 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 4 Total Load (lb) 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 Left Reaction (lb) 1416 792 743 539 489 1098 1098 1098 263 2702 Right Reaction (lb) 1416 792 743 539 489 1098 1098 1098 263 2702 Max Moment (lb-ft) 5666 1584 1392 674 611 685 685 685 197 4054 Max Shear (lb) 1416 792 743 539 489 1098 1098 1098 263 2702 Cv 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 1.10 1.10 1.10 1.10 1.20 Area (in2)41.58 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 41.63 Moment of Inertia I (in4)489 198 198 198 198 198 198 198 198 297 Maximum Bending Stress (psi) 826 444 391 189 171 192 192 192 55 758 Allowable Bending Stress (psi) 2994 1139 1139 1139 1139 1139 1139 1139 1139 1242 Allowable Moment (lb-ft) 20542 4059 4059 4059 4059 4059 4059 4059 4059 6642 MOMENT FS 3.63 2.56 2.92 6.03 6.64 5.93 5.93 5.93 20.55 1.64 Allowable Shear Stress (psi) 328 207 207 207 207 207 207 207 207 207 Maximum Shear Capacity (lb) 9085 3830 3830 3830 3830 3830 3830 3830 3830 5744 SHEAR FS 6.41 4.83 5.16 7.11 7.83 3.49 3.49 3.49 14.54 2.13 Bearing Required 0.54 0.42 0.40 0.29 0.26 0.59 0.59 0.59 0.14 0.96 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.18 0.04 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.04 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.27 0.25 0.17 0.17 0.08 0.08 0.08 0.10 0.20 LIVE LOAD DEFLECTION FS 2.92 6.48 7.86 46.44 46.44 48.03 48.03 48.03 214.98 5.20 Total Load Deflection (in) 0.27 0.06 0.04 0.01 0.01 0.00 0.00 0.00 0.00 0.06 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.40 0.38 0.25 0.25 0.13 0.13 0.13 0.15 0.30 TOTAL LOAD DEFLECTION FS 2.97 6.87 8.34 25.85 28.50 50.87 50.87 50.87 146.96 5.37 SELECTION LVL DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (3) 2X10's 15 Beams Plan: Princeton Date: 07/12/2021 2 trimmers required 2 trimmers required Location: SF14B14 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 2X10's DF #2 (2) 2X8's DF #2 (2) 11 7/8" LVL (2) 2X8's DF #2 (2) 2X8's DF #2 (2) 2X8's DF #2 (3) 2X8's DF #2 (2) 7 1/4" LVL (2) 11 7/8" LVL (2) 2X8's DF #2 (2) 2X8's DF #2 Moment: 1.45 Moment: 9.4 Shear: 2.2 Shear: 6.37 Shear: 3.27 Shear: 1.3 Moment: 1.16 Moment: 1.54 Moment: 1.07 Shear: 2.56 Shear: 1.03 Controlling Load Case DL+S DL+S DL+S DL+S DL+S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S Name RB-11 RB-12 RB-13 RB-14 FB-1 FB-2 FB-3 FB-4 FB-5 FB-6 FB-7 Grade DF #2 DF #2 LVL DF #2 DF #2 DF #2 DF #2 LVL LVL DF #2 DF #2 LOADING PARAMETERS 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 Floor Total Load (psf) 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 Roof Total Load (psf) 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 BEAM SPECIFICATIONS Beam Span (ft)5 4.5 9 3 1.5 3 5 6 11 2 3 Beam Weight (plf) 5.55 4.35 12.06 4.35 4.35 4.35 6.53 7.36 12.06 4.35 4.35 BEAM SIZING Beam Depth (in)9.25 7.25 11.88 7.25 7.25 7.25 7.25 7.25 11.88 7.25 7.25 Beam Width/Weight 3 3 3.5 3 3 3 4.5 3.5 3.5 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 6 17 17 12 12 12 12 Roof Span (ft) 31 4 33 4 35 0 0 31 2 31 0 Wall Height (ft) 2 0 0 10 11 11 11 11 8.5 11 11 Total Uniform Floor Load (plf) 0 0 0 0 36 357 357 252 252 252 252 Total Live Floor Load (plf) 0 0 0 0 0 255 255 180 180 180 180 Total Uniform Roof Load (plf) 852.5 110 907.5 110 962.5 0 0 697.5 45 697.5 0 Total Live Roof Load (plf) 620 80 660 80 700 0 0 465 30 465 0 Total Uniform Wall Load (plf) 40 0 0 200 220 220 220 220 170 220 220 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- Roof Roof ----- Roof ----- Roof 1 Span/Height (ft) 0 0 0 0 0 35 35 0 30 0 31 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 2.5 1 End Point (ft) 0 0 0 0 0 1.5 1 0 0.75 0 3 1 Total Partially Uniform Load (plf) 0 0 0 0 0 787.5 787.5 0 675 0 697.5 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- Roof ---- Roof ---- ---- 2 Span/Height (ft) 0 0 0 0 0 0 35 0 30 0 0 2 Start Point (ft) 0 0 0 0 0 0 3.5 0 6.5 0 0 2 End Point (ft) 0 0 0 0 0 0 5 0 11 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 787.5 0 675 0 0 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft) 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 3 End Point (ft) 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 Partially Uniform Load 4 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 Span/Height (ft) 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 4 End Point (ft) 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 POINT LOADS Point Load 1 --- --- --- --- --- Roof Roof --- Roof --- Roof 1 Location (ft) 0 0 0 0 0 1.5 1 0 0.75 0 2.5 1 Total Load (lb) 0 0 0 0 0 1098 1096 0 2702 0 2245 Point Load 2 --- --- --- --- --- --- Roof --- Roof --- --- 2 Location (ft) 0 0 0 0 0 0 3.5 0 6.5 0 0 2 Total Load (lb) 0 0 0 0 0 0 1096 0 2697 0 0 Point Load 3 --- --- --- --- --- --- --- --- --- --- --- 3 Location (ft) 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 Point Load 4 --- --- --- --- --- --- --- --- --- --- --- 4 Location (ft) 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 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 Left Reaction (lb) 2245 257 4138 472 917 2307 3550 3531 7367 1174 1118 Right Reaction (lb) 2245 257 4138 472 917 1716 3528 3531 6846 1174 2905 Max Moment (lb-ft) 2806 289 9311 354 342 1888 3815 5296 19124 587 1311 Max Shear (lb) 2245 257 4138 472 917 2307 3550 3531 7367 1174 2905 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.20 1.00 1.20 1.20 1.20 1.30 1.00 1.00 1.20 1.20 Area (in2)27.75 21.75 41.58 21.75 21.75 21.75 32.63 25.38 41.58 21.75 21.75 Moment of Inertia I (in4)198 95 489 95 95 95 143 111 489 95 95 Maximum Bending Stress (psi) 787 132 1357 161 156 862 1161 2073 2787 268 599 Allowable Bending Stress (psi) 1139 1242 2994 1242 1242 1242 1346 3202 2994 1242 1242 Allowable Moment (lb-ft) 4059 2720 20542 2720 2720 2720 4420 8182 20542 2720 2720 MOMENT FS 1.45 9.40 2.21 7.69 7.94 1.44 1.16 1.54 1.07 4.63 2.07 Allowable Shear Stress (psi) 207 207 328 207 207 207 207 328 328 207 207 Maximum Shear Capacity (lb) 3830 3002 9085 3002 3002 3002 4502 5544 9085 3002 3002 SHEAR FS 1.71 11.67 2.20 6.37 3.27 1.30 1.27 1.57 1.23 2.56 1.03 Bearing Required 1.20 0.14 1.58 0.25 0.49 1.23 1.26 1.34 2.81 0.63 1.55 Elastic Modulus (psi) 1,600,000 1,600,000 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 Live Load Deflection (in) 0.03 0.00 0.10 0.00 0.00 0.01 0.05 0.09 0.24 0.00 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.15 0.30 0.10 0.05 0.10 0.17 0.20 0.37 0.07 0.10 LIVE LOAD DEFLECTION FS 5.99 30.69 2.98 103.51 95.15 8.78 3.53 2.34 1.52 43.33 13.02 Total Load Deflection (in) 0.04 0.01 0.14 0.00 0.00 0.02 0.08 0.16 0.40 0.00 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.23 0.45 0.15 0.08 0.15 0.25 0.30 0.55 0.10 0.15 TOTAL LOAD DEFLECTION FS 6.20 32.21 3.21 39.52 81.70 7.96 3.10 1.92 1.36 35.71 11.23 SELECTION DF #2 DF #2 LVL DF #2 DF #2 DF #2 DF #2 LVL LVL DF #2 DF #2 (2) 2X10's (2) 2X8's (2) 11 7/8" (2) 2X8's (2) 2X8's (2) 2X8's (3) 2X8's (2) 7 1/4" (2) 11 7/8" (2) 2X8's (2) 2X8's 16 Beams (2) Plan: Princeton Date: 07/12/2021 2 trimmers required 2 trimmers required 2 trimmers required Location: SF14B14 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 5 1/8" x 19 1/2" GLB (1) 11 7/8" LVL (1) 11 7/8" LVL (2) 11 7/8" LVL (2) 2X8's DF #2 (3) 2X8's DF #2 (2) 2X8's DF #2 (2) 2X8's DF #2 (2) 2X8's DF #2 (2) 2X8's DF #2 (2) 11 7/8" LVL TL Deflection: L/420 Shear: 12.19 Shear: 6.21 Moment: 1.6 Shear: 2.38 Moment: 1.16 Shear: 5.37 Shear: 4.18 Moment: 1.9 Shear: 3.46 TL Deflection: L/343 Controlling Load Case DL+0.75LL+0.75S DL+LL DL+LL DL+LL DL+LL DL+LL DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S DL+0.75LL+0.75S Name FB-8 FB-9 FB-10 FB-11 FB-12 FB-13 FB-14 FB-15 FB-16 FB-17 FB-18 Grade GLB LVL LVL LVL DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 LVL LOADING PARAMETERS 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 Floor Total Load (psf) 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 Roof Total Load (psf) 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 BEAM SPECIFICATIONS Beam Span (ft)21.5 4 4 11 3 6 2.67 2.67 5 3 15 Beam Weight (plf) 24.26 6.03 6.03 12.06 4.35 6.53 4.35 4.35 4.35 4.35 12.06 BEAM SIZING Beam Depth (in)19.5 11.88 11.88 11.88 7.25 7.25 7.25 7.25 7.25 7.25 11.88 Beam Width/Weight 5.125 1.75 1.75 3.5 3 4.5 3 3 3 3 3.5 UNIFORM LOADING Floor Span (ft) 17 6 12 28 28 28 4 4 4 4 4 Roof Span (ft) 8 0 0 0 0 0 4 4 4 4 4 Wall Height (ft) 8 0 0 0 0 0 12 18 14 20 13 Total Uniform Floor Load (plf) 357 156 312 728 728 728 84 84 84 84 84 Total Live Floor Load (plf) 255 120 240 560 560 560 60 60 60 60 60 Total Uniform Roof Load (plf) 180 0 0 0 0 0 90 90 90 90 90 Total Live Roof Load (plf) 120 0 0 0 0 0 60 60 60 60 60 Total Uniform Wall Load (plf) 160 0 0 0 0 0 240 360 280 400 260 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 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 1 End Point (ft) 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 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 Span/Height (ft) 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 2 End Point (ft) 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 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft) 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 3 End Point (ft) 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 Partially Uniform Load 4 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 Span/Height (ft) 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 4 End Point (ft) 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 POINT LOADS Point Load 1 --- --- --- --- --- --- --- --- --- --- --- 1 Location (ft) 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 Point Load 2 --- --- --- --- --- --- --- --- --- --- --- 2 Location (ft) 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 Point Load 3 --- --- --- --- --- --- --- --- --- --- --- 3 Location (ft) 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 Point Load 4 --- --- --- --- --- --- --- --- --- --- --- 4 Location (ft) 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 REACTIONS & MOMENT Duration Increase 1.15 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 Left Reaction (lb) 7754 324 636 4070 1099 2204 558 719 1146 868 3345 Right Reaction (lb) 7754 324 636 4070 1099 2204 558 719 1146 868 3345 Max Moment (lb-ft) 41675 324 636 11193 824 3305 373 479 1432 651 12545 Max Shear (lb) 7754 324 636 4070 1099 2204 558 719 1146 868 3345 Cv 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 1.00 1.00 1.00 1.20 1.30 1.20 1.20 1.20 1.20 1.00 Area (in2)99.94 20.79 20.79 41.58 21.75 32.63 21.75 21.75 21.75 21.75 41.58 Moment of Inertia I (in4)3167 245 245 489 95 143 95 95 95 95 489 Maximum Bending Stress (psi) 1540 94 185 1632 376 1006 170 219 654 297 1829 Allowable Bending Stress (psi) 2760 2604 2604 2604 1080 1170 1242 1242 1242 1242 2994 Allowable Moment (lb-ft) 74703 8931 8931 17862 2365 3844 2720 2720 2720 2720 20542 MOMENT FS 1.79 27.56 14.04 1.60 2.87 1.16 7.30 5.67 1.90 4.18 1.64 Allowable Shear Stress (psi) 305 285 285 285 180 180 207 207 207 207 328 Maximum Shear Capacity (lb) 20304 3950 3950 7900 2610 3915 3002 3002 3002 3002 9085 SHEAR FS 2.62 12.19 6.21 1.94 2.38 1.78 5.37 4.18 2.62 3.46 2.72 Bearing Required 2.33 0.25 0.48 1.55 0.59 0.78 0.30 0.38 0.61 0.46 1.27 Elastic Modulus (psi) 1,800,000 2,000,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.32 0.00 0.00 0.19 0.01 0.07 0.00 0.00 0.01 0.00 0.14 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.72 0.13 0.13 0.37 0.10 0.20 0.09 0.09 0.17 0.10 0.50 LIVE LOAD DEFLECTION FS 2.24 93.40 46.70 1.92 14.79 2.77 97.97 97.97 14.91 69.01 3.54 Total Load Deflection (in) 0.61 0.00 0.00 0.25 0.01 0.09 0.00 0.00 0.04 0.01 0.52 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 1.08 0.20 0.20 0.55 0.15 0.30 0.13 0.13 0.25 0.15 0.75 TOTAL LOAD DEFLECTION FS 1.75 103.76 52.86 2.18 16.96 3.17 42.15 32.76 5.85 21.48 1.43 SELECTION GLB LVL LVL LVL DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 LVL 5 1/8" x 19 1/2" (1) 11 7/8" (1) 11 7/8" (2) 11 7/8" (2) 2X8's (3) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 11 7/8" 17 Beams (3) Plan:Princeton Date:7/12/2021 Location:SF14B14 PASS (2) 2x4 Controlling Factor FS:2.8 Axial Compression Front Porch ------------ --- --- --- --- --- COLUMN DIMENSIONS:Did I use the right Value for yellwo cell? 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): 3.5 3.5 3.5 3.5 3.5 Width-y (in): 1.5 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) 792 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)2,484 2,484 2,484 2,484 2,484 FbE 198,857 198,857 198,857 198,857 198,857 Moment of Inertia (in4)11 11 11 11 11 D+ (0.6W) Bending Stress (fb)0 0 0 0 0 fc (psi)75 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)75 1 1 1 1 Bending and Axial (3.9-3)100.0 100.0 100.0 100.0 100.0 MATERIAL PROPERTIES: Area (in2)10.50 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 30.86 30.86 30.86 30.86 30.86 Ley/dy 36.00 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 0.999 0.999 0.999 0.999 0.999 Cf (compression)1.15 1.15 1.15 1.15 1.15 Cf (bending)1.5 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* 1,553 1,553 1,553 1,553 1,553 Fce 368 501 501 501 501 Cp 0.13 0.30 0.30 0.30 0.30 F'c 209 462 462 462 462 Allowable Load (lbs)2,191 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: 18 Studs Plan:Princeton Date:7/12/2021 Location:SF14B14 PASS FS: 1.14 INPUT Location:FB-8 --------- Callout S-36 S-24 S-24 S-24 S-24 Column Width (in)3.5 3.5 3.5 3.5 3.5 Load (lb)11,846 10 10 10 10 SPECS Soil Bearing Pressure (psf)1500 1500 1500 1500 1500 Footing Width/Diameter (in)36 24 24 24 24 Footing Length/Diameter (in)36 24 24 24 24 Footing Depth (in)10 10 10 10 10 CALCULATIONS Area Required (ft2)7.90 0.01 0.01 0.01 0.01 Area Provided (ft2)9.00 4.00 4.00 4.00 4.00 FLEXURE Mu (lb-ft/ft)1799.23 1.36 1.36 1.36 1.36 ΦMn (lb-ft/ft) 5988.56 6700.37 6700.37 6700.37 6700.37 ONE WAY SHEAR Vu (kip)1.64 0.00 0.00 0.00 0.00 ΦVc (kip)6.16 6.16 6.16 6.16 6.16 PUNCHING SHEAR Vu (kip)16.4 0.0 0.0 0.0 0.0 ΦVc (kip)40.1 40.1 40.1 40.1 40.1 S-36 S-24 S-24 S-24 S-24 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 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 19 Spot Footings