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HomeMy WebLinkAboutSTRUCTURAL CALCS - 20-00727 - 839 S 2315 W - New SFR 9/8/2020 Structural Design (801) 876-3501 Structural Calculations Savannah SF11B13 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 IDAHO 9/8/2020 9/8/2020 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Savannah Location: SF11B13 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): 40 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 40 Floor Dead Load (psf): 10 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 from slopes is min. 25' Dimensional Lumber: Doug Fir #2 or better Steel: ASTM Grade 50 1. 2. 3. 4. 5. 6. 7. 8. 9. Provide solid blocking through structure down to footing for all load paths 10. 11. 12. 13. 14. 15. 16. 17. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Contractor shall assure that all materials are used per manufactures recommendations. Site engineering and liability shall be provided by the owner/builder as required. 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 be a minimum of 25 feet, and that the intent of IRC Section R403.1.7.2 is met. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. Block all horizontal edges 1 1/2" nominal or wider. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than 1/2" from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints and over rim joist between floors and nail to rim and wall plates at 6" O.C. The contractor shall conform to all building codes and practices as per the 2015 IRC Use balloon framing method when connecting floors in split level designs. Builder shall follow all recommendations found in all applicable geotechnical reports. 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. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall be used. 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 it shall be brought to the attention of the engineer. Prefrab roof 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. 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. The following general requirements shall be followed during construction: Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. If discrepancies are found, the more stringent specification shall be followed. All 2-ply and 3-ply beams and headers to be nailed using 16d two rows @ 12" O.C. Footings 5 Seismic 6 Shear 7 FTW 8 FTW (2) 9 FTW (3) 10 FTW (4) 11 FTW (5) 12 Wind (Front & Back Loading) 13 Joists 14 Beam Schedule 15 Beams 16 Beams (2) 17 Beams (3) 18 Beams (4) 19 Posts 20 Spot Footings 21 Table of Contents Plan:Savannah Date:9/4/2020 Location:SF11B13 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.01 FS: 1.21 FS: 2.96 FS: 2.96 FS: 1.17 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) 38 40 4 4 0 Floor Span (ft) 32 13 4 4 46 Wall Height (ft) 18 18 18 18 18 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.21 1.79 0.57 0.57 1.51 FOOTING SPECS Footing Width (in) 20 20 20 20 16 Footing Width (ft) 1.67 1.67 1.67 1.67 1.33 Footing Height (ft) 0.83 0.83 0.83 0.83 0.67 FOUNDATION Height Above Grade (in) 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 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) 2.48 2.06 0.85 0.85 1.71 Soil Load (ksf) 1.49 1.24 0.51 0.51 1.28 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 5 Footings Plan: Savannah Date: 9/4/2020 Location: SF11B13 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) Roof DeadLoad (psf): 15 Roof 47.685 43.01 ---15 8 35,166 12,514 47,680 Floor Live Load (psf): 40 Floor 2 38.61 40 8 10 22,140 28,839 50,978 Floor Dead Load (psf): 10 Floor 1 47.685 43 9 10 11,280 19,953 31,233 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 23.75 47.68 1,132 67% 8.00 8.00 8.00 Floor 2 10.00 50.98 561 33%11.96 3.96 11.96 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 11.96 0.00 8.00 Roof Slope (x/12):6 TOTALS 0.01 98.66 1,693 11,959 --- --- 11.96 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.00 R: 6.5 SS:1.300 SMS:1.300 SDS:0.866 CS:0.133 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.121 SHEAR DISTRIBUTION Base Shear Force lb:11,959 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:6,179 Roof Lateral Force lb:5,779 Diaphragm Loading (plf): 63 Diaphragm FS 3.66 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Savannah Date:9/4/2020 Location:SF11B13 seismic wind total left/right front/back SW-1 240 336 2nd Floor 8.0 kips 7.5 6.2 SW-1 350 490 1st Floor 4.0 kips 8.5 7.5 SW-2 450 630 Basement 0.0 kips 4.7 4.2 SW-3 585 819 Location Upper Living Bed #4 Bed #3 Back Wall Left Wall Right Wall Office Garage 3rd car Back Wall 3rd car Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Floor 2 2 2 2 2 2 1 1 1 1 1 Lines up w/ none none none none none none second floor second floor none second floor none Width 15.5 12.5 11 39 39 39 16 23.5 12 39 12 Depth 38 40 38 39 39 39 50 46 24 38 24 Area (sqft) 294.5 250 209 760.5 760.5 760.5 400 540.5 144 835 144 Force (lb) 1541 1308 1093 3978 3978 3978 772 1044 278 1612 278 Adj. Force 1556 1321 1104 4017 3999 3999 768 1037 276 1603 276 % of floor 19% 17% 14% 50% 50% 50% 19% 26% 7% 40% 7% Flr. Diaphragm 404 343 286 1042 1037 1037 199 269 0 416 0 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 1556 2425 0 4017 0 Total Seismic 1556 1321 1104 4017 3999 3999 2356 3506 276 5688 276 Wind (lb) 1204 1022 854 3108 3743 3743 1458 1970 525 3043 525 Adj. Force 1216 1032 863 3139 3763 3763 1449 1958 522 3024 522 % of total 19% 17% 14% 50% 50% 50% 19% 26% 7% 40% 7% Total Wind 1216 1032 863 3139 3763 3763 2664 3852 522 6163 522 Shear Wall FTW FTW FTW 22.75 8 31.5 FTW 7.5 Portal FTW 12 Aspect Ratio 0.99 1 1 1 1 PSW Adj. C o 0.74 1 0.87 1 1 Seis Load (plf) 177 500 127 467 23 Wind Load (plf) 138.0 470.3 119.5 513.6 43.5 Shear Wall SW-1 SW-3 SW-1 SW-3 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% 100% Wall Length (ft) FTW FTW FTW 39 23 39 FTW 3.75 Portal FTW 12 Wall Height (ft) 8 8 8 8 8 8 9 7 9 9 9 Floor Span (ft) 0 0 0 0 0 0 13 0 13 32 0 Roof Span (ft) 40 40 40 38 4 4 40 6 40 38 24 Wall Load (plf) 160 160 160 160 160 160 180 140 180 180 180 Total DL (plf) 276 276 276 267 114 114 327 111 327 375 216 Seis.Uplift (lbs)- - - 0 80 0 - 3064 - - 0 Wind Uplift (lbs)- - - 0 0 0 - 3387 - - 0 STHD10 STHD14 STHD14 STHD10 Location Left Wall Garage Kitchen Garage Garage Left side Left side Right side Right side Right side Floor 1 1 1 1 1 Lines up w/ second floor none second floor none second floor Width 38 8 16 6.5 24 Depth 39 23.5 39 23.5 51 Area (sqft) 949 158 312 76.375 612 Force (lb) 1833 305 603 147 1182 Adj. Force 1784 297 586 144 1150 % of floor 45% 7% 15% 4% 29% Flr. Diaphragm 463 0 152 0 298 Transfered Forces 0 0 0 0 0 Forces from Upper 3999 0 1684 0 2315 Total Seismic 5840 297 2289 144 3503 Wind (lb) 3949 657 1298 318 2547 Adj. Force 3843 640 1264 309 2479 % of total 45% 7% 15% 4% 29% Total Wind 7606 640 2848 309 4657 Shear Wall 14.5 8 11 6.5 17 Aspect Ratio 1 1 0.93 1 0.97 PSW Adj. C o 0.94 1 1 1 0.82 Seis Load (plf) 403 37 208 22 206 Wind Load (plf) 524.6 80.0 258.9 47.6 273.9 Shear Wall SW-2 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% Wall Length (ft) 18 8 16 6.5 24 Wall Height (ft) 9 9 9 9 9 Floor Span (ft) 4 0 4 0 0 Roof Span (ft) 4 22 4 4 4 Wall Load (plf) 340 180 340 180 180 Total DL (plf) 234 207 234 126 126 Seis.Uplift (lbs)866 0 0 0 0 Wind Uplift (lbs)1805 0 0 19 286 STHD10RJ Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan:Savannah Date:9/4/2020 Location:SF11B13 LOAD PARAMETERS Seismic Load (lb): 1,556 Wind Load (lb): 1,216 SHEAR WALL SELECTION Shear Wall Callout: SW-2 Seismic Strength (lb/ft): 450 8. 0 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 1.25 Wind FS 2.24 ASPECT RATIO Left Aspect Ratio: 94%11.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 0 Load #1 460 Uniform Seismic: 0 Tie-Down: CS16X42 Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.58 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 2.88 Tie-Down: CS16X42 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 758 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 155 Studs: 2x4 Studs F'T (psi)920 Stud FS:5.92 1 5 2 PASS <----------------------------------------> 283 PASS 283 PASS 258 PASS <- - - - - - - - - - - - fe e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN Dead Load Resistance 2 6 3.5 Upper living 1082 lb FORCE TRANSFER WALL All Units lb/ft unless specified 1082 lb PASS 26361 258 PASS 361 PASS 26 PASS 8 FTW Plan:Savannah Date:9/4/2020 Location:SF11B13 LOAD PARAMETERS Seismic Load (lb): 1,104 Wind Load (lb): 863 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 8. 0 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.31 Wind FS 2.34 ASPECT RATIO Left Aspect Ratio: 100%11 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 0 Load #1 460 Uniform Seismic: 0 Tie-Down: CS16X42 Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.12 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 3.89 Tie-Down: CS16X42 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 562 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 115 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.98 Bed #3 FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 1 100 268 100 PASS PASS PASS 5 All Units lb/ft unless specified221 221 <- - - - - - - - - - - - PASS PASS 803 lb 803 lb 2 100 268 100 PASS FORCE TRANSFER WALL DESIGN PASS PASS 2.5 6 2.5 <----------------------------------------> Dead Load Resistance 9 FTW (2) Plan:Savannah Date:9/4/2020 Location:SF11B13 LOAD PARAMETERS Seismic Load (lb): 1,321 Wind Load (lb): 1,032 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 8. 0 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.19 Wind FS 2.14 ASPECT RATIO Left Aspect Ratio: 100%12 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 196 Load #1 190 Uniform Seismic: 196 Tie-Down: CS16X42 Wind: 3.89 Load #2 0 0 Wind: 3.89 Tie-Down Seismic FS 7.10 Load #3 0 0 Tie-Down Wind FS 358.16 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.94 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 3.54 Tie-Down: CS16X42 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 616 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 126 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.28 Bed #4 FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 1 73 293 73 PASS PASS PASS 5 All Units lb/ft unless specified220 220 <- - - - - - - - - - - - PASS PASS 880 lb 880 lb 2 73 293 73 PASS FORCE TRANSFER WALL DESIGN PASS PASS 3 6 3 <----------------------------------------> Dead Load Resistance 10 FTW (3) Plan:Savannah Date:9/4/2020 Location:SF11B13 LOAD PARAMETERS Seismic Load (lb): 2,356 Wind Load (lb): 2,664 SHEAR WALL SELECTION Shear Wall Callout: SW-3 Seismic Strength (lb/ft): 585 9. 0 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 1.27 Wind FS 1.57 ASPECT RATIO Left Aspect Ratio: 97%11.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Corner Seismic: 188 Load #1 480 Uniform Seismic: 188 Tie-Down: LSTHD8/RJ Wind: 429 Load #2 0 0 Wind: 429 Tie-Down Seismic FS 10.39 Load #3 0 0 Tie-Down Wind FS 5.41 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.09 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 1.68 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,460 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 299 Studs: 2x4 Studs F'T (psi)920 Stud FS:3.07 Office FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 186 461 -3 PASS PASS PASS 5 All Units lb/ft unless specified428 428 <- - - - - - - - - - - - PASS PASS 1383 lb 1383 lb 2 186 461 -3 PASS FORCE TRANSFER WALL DESIGN PASS PASS 2.25 6 3.25 <----------------------------------------> Dead Load Resistance 11 FTW (4) Plan:Savannah Date:9/4/2020 Location:SF11B13 LOAD PARAMETERS Seismic Load (lb): 2,321 Wind Load (lb): 2,516 SHEAR WALL SELECTION Shear Wall Callout: SW-3 Seismic Strength (lb/ft): 585 9. 0 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 1.18 Wind FS 1.53 ASPECT RATIO Left Aspect Ratio: 100%15 Right Aspect Ratio: 94% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Corner Seismic: 0 Load #1 480 Uniform Seismic: 0 Tie-Down: LSTHD8/RJ Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: MSTC28 Window Strap Connector: Nails Strap FS 1.58 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 2.33 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: MSTC28 --- Nails to Connect Tension (lb): 1,057 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 217 Studs: 2x4 Studs F'T (psi)920 Stud FS:4.24 Back Wall FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 116 348 406 PASS PASS PASS 5 All Units lb/ft unless specified464 464 <- - - - - - - - - - - - PASS PASS 1741 lb 1741 lb 2 116 348 406 PASS FORCE TRANSFER WALL DESIGN PASS PASS 3 10 2 <----------------------------------------> Dead Load Resistance 12 FTW (5) Plan:Savannah Date:9/4/2020 Location:SF11B13 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 1.03 L/B main floor 0.90 Roof Height 9.50 Mean roof Height 23.8 Truss Span 38 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 38 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 28.1 Table 27.6-1 Upper floor, po 28.1 Table 27.6-1 Main floor, ph 28.1 Main floor, po 28.0 Basement floor, ph 28.0 Basement floor, po 27.6 Upper Floor (psf)Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (psf) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -8.9 -11.1 Load Case 2 7.0 -5.3 Lower Roof (psf) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.50 39.00 370.5 4565 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 9.5 39 51 12 114.0 1279.1 (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 51 525.2 510 5321.2 351 3687.9 Leeward 51 325.9 510 3269.8 351 2232.2 2nd Floor Diaphragm Shear Total Shear (lbs) 7526 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 16060 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 20781 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 21207 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 37.5 15.61 16.01 Low roof (per truss) 4.6 87.72 117.32 Lateral (lbs)H1 H2.5 Roof (per truss) 3.0 262.89 137.31 Low roof (per truss) 0.6 1258.70 657.41 Exposure Adj. Factor Factors of Safety 13 Wind (Left and Right Loading) Plan:Savannah Date:9/4/2020 Location:SF11B13 FRONT AND BACK LOADING Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse 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 0.98 L/B main floor 1.11 Roof Height 9.50 Mean roof Height 24.8 Truss Span 38 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 38 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 28.2 Table 27.6-1 Upper floor, po 27.7 Table 27.6-1 Main floor, ph 27.7 Main floor, po 27.6 Basement floor, ph 27.6 Basement floor, po 27.2 Upper Floor (psf)Relative positioning Net Pressure 16.8 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.6 Windward 10.5 Left 8.8 Leeward 6.1 Right 8.8 Basement Floor (psf) Net Pressure 16.4 Windward 10.3 Left 8.8 Leeward 6.1 Right 8.8 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -9.0 -11.2 Load Case 2 7.1 -5.4 Lower Roof (psf) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.50 40.00 260 3230 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 9.5 40 46 6 57 639.5 (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 46 475.7 460 4818.1 360 3722.3 Leeward 46 280.4 460 2813.5 360 2314.7 2nd Floor Diaphragm Shear Total Shear (lbs) 6249 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 13723 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 17917 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 18295 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 40.8 14.34 14.71 Low roof (per truss) 4.6 87.72 117.32 Lateral (lbs)H1 H2.5 Roof (per truss) 80.8 9.72 5.08 Low roof (per truss) 13.9 56.46 29.49 Exposure Adj. Factor Factors of Safety 14 Wind (Front and Back Loading) Plan: Savannah Date: 9/4/2020 Location: SF11B13 PASS PASS PASS Moment: 1.27 Moment: 1.33 Moment: 1.29 JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Joist Type:TJI TJI TJI Joist Series:210 210 210 Joist Depth (ft): 11.88 14 14 Joist Span (ft): 17 18 20 Joist Spacing (in): 19.2 19.2 16 LOAD PARAMETERS Floor Dead Load 10 10 10 Floor Live Load 40 40 40 Total Floor Load 50 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 1 Joist Weight (plf) 2.8 3.1 3.1 Joist Loading (plf) 83 83 70 Max Reaction (lb) 704 748 698 Max Moment (ft-lb) 2991 3366 3488 JOIST DETERMINATION Max Moment 100% (ft-lb) 3795 4490 4490 Moment FS 1.27 1.33 1.29 Max Shear 100% (lb) 1655 1945 1945 Shear FS 2.35 2.60 2.79 Bearing Required (in) 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 Live Load Deflection (in) 0.42 0.37 0.46 Allowable Live Load Deflection (in) 0.57 0.60 0.67 LL Deflection FS 1.34 1.64 1.46 Total Load Deflection Limit 240 240 240 Total Load Deflection (in) 0.55 0.48 0.60 Allowable Total Load Deflection (in) 0.85 0.90 1.00 TL Deflection FS 1.55 1.89 1.68 1 3/4" Allowable Reaction (lb) 1005 1005 1005 3 1/2" Allowable Reaction (lb) 1460 1460 1460 SELECTION 11 7/8" TJI 210 @ 19.2" O.C.14" TJI 210 @ 19.2" O.C.14" TJI 210 @ 16" O.C. 15 Joists Plan: Savannah Date: 9/4/2020 Location: SF11B13 Beam Page 3 RB-1 LVL (2) 11 7/8" 2.0E 2600 Fb RB-11 Sawn (2) 2X10's DF #2 FB-1 GLB 6 3/4" x 19.5" 24F-V4 RB-2 LVL (2) 9 1/2" 2.0E 2600 Fb RB-12 Sawn (2) 2X10's DF #2 FB-2 LVL (1) 14" 2.0E 2600 Fb RB-3 Sawn (2) 2X10's DF #2 RB-13 Sawn (2) 2X10's DF #2 FB-3 Sawn (2) 2X10's DF #2 RB-4 LVL (2) 9 1/2" 2.0E 2600 Fb RB-14 LVL (2) 9 1/2" 2.0E 2600 Fb FB-4 LVL (2) 9 1/2" 2.0E 2600 Fb RB-5 Sawn (2) 2X10's DF #2 FB-5 Sawn (2) 2X10's DF #2 RB-6 LVL (2) 11 7/8" 2.0E 2600 Fb FB-6 LVL (2) 9 1/2" 2.0E 2600 Fb RB-7 Sawn (2) 2X10's DF #2 FB-7 LVL (2) 9 1/2" 2.0E 2600 Fb RB-8 Sawn (2) 2X10's DF #2 FB-8 Sawn (2) 2X10's DF #2 RB-9 Sawn (2) 2X10's DF #2 FB-11 LVL (3) 11 7/8" 2.0E 2600 Fb RB-10 Sawn (2) 2X10's DF #2 FB-12 Sawn (2) 2X10's DF #2 FB-13 LVL (3) 14" 2.0E 2600 Fb FB-14 LVL (1) 14" 2.0E 2600 Fb FB-15 LVL (2) 9 1/2" 2.0E 2600 Fb FB-16 Sawn (2) 2X10's DF #2 FB-17 Sawn (2) 2X10's DF #2 MFB-1 Sawn (2) 2X8's DF #2 MFB-2 LVL (1) 11 7/8" 2.0E 2600 Fb MFB-3 Sawn (2) 2X8's DF #2 Beam Page 1 Beam Page 2 Beam Page 4 16 Schedule Plan:Savannah Date:9/4/2020 Location:SF11B13 (3rd car header)w/ Bay/Bump-out w/ bay option PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 11 7/8" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's TL Deflection: L/568 Moment: 4.55 Shear: 2.01 Shear: 1.9 Moment: 3.64 Shear: 1.5 Shear: 5.28 Shear: 1.72 Moment: 4.6 Shear: 28.82 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 Grade LVL LVL Sawn LVL Sawn LVL Sawn Sawn Sawn Sawn 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) 50 50 50 50 50 50 50 50 50 50 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 9.5 3 6 6 9 4 3.5 6 2 Beam Weight (plf) 12.06 9.64 5.55 9.64 5.55 12.06 5.55 5.55 5.55 5.55 BEAM SIZING Beam Depth (in)11.88 9.5 9.25 9.5 9.25 11.88 9.25 9.25 9.25 9.25 Beam Width/Weight 3.5 3.5 3 3.5 3 3.5 3 3 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 8 40 40 4 42 4 40 6 4 Wall Height (ft) 5 0 0 0 5 0 10 0 0 0 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) 110 220 1100 1100 110 1155 110 1100 165 110 Total Live Roof Load (plf) 80 160 800 800 80 840 80 800 120 80 Total Uniform Wall Load (plf) 100 0 0 0 100 0 200 0 0 0 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 Totally 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 2 Total Live 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 3 Total Live 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 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 1776 1091 1658 3329 647 5252 631 1935 512 116 Right Reaction (lb) 1776 1091 1658 3329 647 5252 631 1935 512 116 Max Moment (lb-ft) 7106 2590 1244 4993 970 11816 631 1691 767 58 Max Shear (lb) 1776 1091 1658 3329 647 5252 631 1935 512 116 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.10 1.00 1.10 1.00 1.10 1.10 1.10 1.10 Area (in2)41.58 33.25 27.75 33.25 27.75 41.58 27.75 27.75 27.75 27.75 Moment of Inertia I (in 4)489 250 198 250 198 489 198 198 198 198 Maximum Bending Stress (lb-ft) 1036 590 349 1138 272 1722 177 474 215 16 Allowable Bending Stress (lb-ft) 2604 2684 990 2684 990 2604 990 990 990 990 Allowable Moment (lb-ft) 17862 11775 3529 11775 3529 17862 3529 3529 3529 3529 MOMENT FS 2.51 4.55 2.84 2.36 3.64 1.51 5.59 2.09 4.60 61.09 Allowable Shear Stress (psi) 285 285 180 285 180 285 180 180 180 180 Maximum Shear Capacity (lb) 7900 6318 3330 6318 3330 7900 3330 3330 3330 3330 SHEAR FS 4.45 5.79 2.01 1.90 5.15 1.50 5.28 1.72 6.51 28.82 Bearing Required 0.68 0.42 1.36 1.27 0.53 2.00 0.52 1.59 0.42 0.10 Elastic Modulus (psi) 2,000,000 2,000,000 1,600,000 2,000,000 1,600,000 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.12 0.06 0.00 0.05 0.01 0.13 0.00 0.01 0.01 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.32 0.10 0.20 0.20 0.30 0.13 0.12 0.20 0.07 LIVE LOAD DEFLECTION FS 4.38 5.35 21.50 4.25 26.87 2.34 90.70 13.55 17.92 725.57 Total Load Deflection (in) 0.34 0.08 0.01 0.07 0.02 0.18 0.01 0.01 0.02 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.48 0.15 0.30 0.30 0.45 0.20 0.18 0.30 0.10 TOTAL LOAD DEFLECTION FS 2.37 5.59 23.34 4.59 14.96 2.53 34.49 14.71 18.91 753.51 SELECTION LVL LVL Sawn LVL Sawn LVL Sawn Sawn Sawn Sawn (2) 11 7/8" (2) 9 1/2" (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's 17 Beams Plan:Savannah Date:9/4/2020 Location:SF11B13 optional windows w/ wrap around porch PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" Shear: 10.3 Shear: 15.45 Moment: 3.64 LL Deflection: L/955 Name RB-11 RB-12 RB-13 RB-14 Grade Sawn Sawn Sawn LVL LOADING PARAMETERS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 Floor Total Load (psf) 50 50 50 50 Roof Live Load (psf) 40 40 40 40 Roof Total Load (psf) 55 55 55 55 Wall Load (psf) 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)3 2 6 12 Beam Weight (plf) 5.55 5.55 5.55 9.64 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.5 Beam Width/Weight 3 3 3 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 Roof Span (ft) 4 4 4 8 Wall Height (ft) 5 5 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) 110 110 110 220 Total Live Roof Load (plf) 80 80 80 160 Total Uniform Wall Load (plf) 100 100 100 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 Totally 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 2 Total Live 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 3 Total Live 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 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 Left Reaction (lb) 323 216 647 1378 Right Reaction (lb) 323 216 647 1378 Max Moment (lb-ft) 242 108 970 4134 Max Shear (lb) 323 216 647 1378 Cv 1.00 1.00 1.00 1.00 Cf 1.10 1.10 1.10 1.00 Area (in2)27.75 27.75 27.75 33.25 Moment of Inertia I (in4)198 198 198 250 Maximum Bending Stress (lb-ft) 68 30 272 942 Allowable Bending Stress (lb-ft) 990 990 990 2684 Allowable Moment (lb-ft) 3529 3529 3529 11775 MOMENT FS 14.55 32.75 3.64 2.85 Allowable Shear Stress (psi) 180 180 180 285 Maximum Shear Capacity (lb) 3330 3330 3330 6318 SHEAR FS 10.30 15.45 5.15 4.59 Bearing Required 0.27 0.18 0.53 0.52 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.00 0.00 0.01 0.15 Live Load Deflection Limit 360 360 360 360 Allowable Live Load Deflection (in) 0.10 0.07 0.20 0.40 LIVE LOAD DEFLECTION FS 214.98 725.57 26.87 2.65 Total Load Deflection (in) 0.00 0.00 0.02 0.22 Total Load Deflection Limit 240 240 240 240 Allowable Total Load Deflection (in) 0.15 0.10 0.30 0.60 TOTAL LOAD DEFLECTION FS 119.68 403.94 14.96 2.77 SELECTION Sawn Sawn Sawn LVL (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" 18 Beams (2) Plan:Savannah Date:9/4/2020 Location:SF11B13 PASS PASS PASS PASS PASS PASS PASS PASS LVL (3) 14" LVL (1) 14" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X8's LVL (1) 11 7/8" Sawn (2) 2X8's Moment: 1.13 Shear: 3.99 Shear: 3.69 Shear: 3.82 Shear: 5.72 Moment: 1.49 Moment: 4.58 Shear: 2.57 Name FB-13 FB-14 FB-15 FB-16 FB-17 MFB-1 MFB-2 MFB-3 Grade LVL LVL LVL Sawn Sawn Sawn LVL Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 Floor Total Load (psf) 50 50 50 50 50 50 50 50 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)12 5 5 3 2.5 4.5 10 3.5 Beam Weight (plf) 21.32 7.11 9.64 5.55 5.55 4.35 6.03 4.35 BEAM SIZING Beam Depth (in)14 14 9.5 9.25 9.25 7.25 11.88 7.25 Beam Width/Weight 5.25 1.75 3.5 3 3 3 1.75 3 UNIFORM LOADING Floor Span (ft) 17 2 19 23 2 25 6 23 Roof Span (ft) 40 4 0 0 4 0 0 0 Wall Height (ft) 12 15 10 0 15 0 0 0 Total Uniform Floor Load (plf) 425 50 475 575 50 625 150 575 Total Live Floor Load (plf) 340 40 380 460 40 500 120 460 Total Uniform Roof Load (plf) 1100 110 0 0 110 0 0 0 Total Live Roof Load (plf) 800 80 0 0 80 0 0 0 Total Uniform Wall Load (plf) 240 300 200 0 300 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 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 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 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 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 Left Reaction (lb) 10718 1168 1712 871 582 1416 780 1014 Right Reaction (lb) 10718 1168 1712 871 582 1416 780 1014 Max Moment (lb-ft) 32154 1460 2140 653 363 1592 1950 886 Max Shear (lb) 10718 1168 1712 871 582 1416 780 1014 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.00 1.10 1.10 1.20 1.00 1.20 Area (in2)73.50 24.50 33.25 27.75 27.75 21.75 20.79 21.75 Moment of Inertia I (in4)1201 400 250 198 198 95 245 95 Maximum Bending Stress (lb-ft) 2250 306 488 183 102 727 569 405 Allowable Bending Stress (lb-ft) 2546 2546 2684 990 990 1080 2604 1080 Allowable Moment (lb-ft) 36387 12129 11775 3529 3529 2365 8931 2365 MOMENT FS 1.13 8.31 5.50 5.40 9.72 1.49 4.58 2.67 Allowable Shear Stress (psi) 285 285 285 180 180 180 285 180 Maximum Shear Capacity (lb) 13965 4655 6318 3330 3330 2610 3950 2610 SHEAR FS 1.30 3.99 3.69 3.82 5.72 1.84 5.06 2.57 Bearing Required 2.72 0.89 0.65 0.72 0.48 1.17 0.59 0.83 Elastic Modulus (psi) 2,000,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 Live Load Deflection (in) 0.22 0.00 0.01 0.00 0.00 0.03 0.06 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.40 0.17 0.17 0.10 0.08 0.15 0.33 0.12 LIVE LOAD DEFLECTION FS 1.79 78.26 15.44 37.39 248.14 4.91 5.98 11.35 Total Load Deflection (in) 0.35 0.01 0.02 0.00 0.00 0.04 0.07 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.60 0.25 0.25 0.15 0.13 0.23 0.50 0.18 TOTAL LOAD DEFLECTION FS 1.71 30.16 12.86 44.44 95.94 5.85 6.90 13.52 SELECTION LVL LVL LVL Sawn Sawn Sawn LVL Sawn (3) 14" (1) 14" (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 2X8's (1) 11 7/8" (2) 2X8's 19 Beams (4) Plan:Savannah Date:9/4/2020 Location:SF11B13 PASS (5) 2x4 FS: 1.01 Girder support in 2X4 garage wall COLUMN DIMENSIONS: Total Column Length (ft): 9 X-Unbraced Length (ft): 9 Y-Unbraced Length (ft): 0 MATERIAL SPECS: Material: Doug Fir #2 Depth-x (in): 3.5 Width-y (in): 1.5 # Members 5 Area (in2):26.25 Axial Load: 12,156 MATERIAL PROPERTIES: Fc 1,350 E 1,600,000 Emin 580,000 Lex/dx 30.86 Ley/dy 0.00 FACTORS: Cd 1.15 Cf 1.15 Ke 1 Fc* 1,785 Fce 501 Cp 0.26 F'c 468 Allowable Load 12,273 Location: 20 Posts Plan:Savannah Date:9/4/2020 Location:SF11B13 PASS FS: 1.11 INPUT Location:Spot for Girder Callout S-36 Load (lb)12,156 SPECS Soil Bearing Pressure (psf)1500 Footing Width/Diameter (in)36 Footing Length/Diameter (in)36 Footing Depth (in)10 CALCULATIONS Area Required (ft2)8.10 Area Provided (ft2)9.00 SELECTION S-36 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Way 21 Spot Footings