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HomeMy WebLinkAboutCALCS - 19-00065 - 848 S 2275 W - New SFR2/7/2019 Structural Design (801) 876-3501 Structural Calculations Rockford SF12B2 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 2/7/19 2/7/2019 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Rockford Location: SF12B2 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): 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 from slopes is min. 25' Dimensional Lumber: Doug Fir #2 or better Posts and Timbers: Doug Fir #1 or better Steel: ASTM Grade 50 1. 2. 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. 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. Prefab 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. 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. 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. Snow Calculation 5 Footings 6 Seismic 7 Shear 8 FTW 9 FTW (2) 10 FTW (3) 11 Wind (Left & Right Loading) 12 Wind (Front & Back Loading) 13 Joists 14 Beam Schedule 15 Beams 16 Beams (2) 17 Beams (3) 18 Posts 19 Spot Footings 20 Table of Contents Plan:Rockford Date:6/14/2017 Location:SF12B2 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.04 FS: 1.31 FS: 2.47 FS: 2.47 FS: 1.55 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) 36 17 4 4 28 Wall Height (ft) 18 18 18 18 18 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.12 1.63 0.74 0.74 1.09 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) 2.40 1.90 1.01 1.01 1.29 Soil Load (ksf) 1.44 1.14 0.61 0.61 0.97 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 5 Footings Plan: Rockford Date: 6/14/2017 Location: SF12B2 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 43.44 38.01 ---15 8 29,434 11,482 40,916 Floor Live Load (psf): 40 Floor 2 33.12 39 8 12 20,019 26,143 46,162 Floor Dead Load (psf): 12 Floor 1 43.44 38 9 12 10,032 16,290 26,322 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 22.50 40.92 921 64% 7.33 7.33 7.33 Floor 2 10.00 46.16 508 36% 11.37 4.04 11.37 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 11.37 0.00 11.37 Roof Slope (x/12):6 TOTALS 0.01 87.08 1,428 11,367 --- --- 11.37 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.00 R: 6.5 SS:1.400 SMS:1.400 SDS:0.932 CS:0.143 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.131 SHEAR DISTRIBUTION Base Shear Force lb:11,367 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:6,026 Roof Lateral Force lb:5,341 Diaphragm Loading (plf): 64 Diaphragm FS 2.67 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Rockford Date:6/14/2017 Location:SF12B2 seismic wind total left/right front/back SW-1 240 336 2nd Floor 7.3 kips 5.8 6.8 SW-1 350 490 1st Floor 4.0 kips 7.6 6.6 SW-2 450 630 Basement 0.0 kips 4.4 3.8 SW-3 585 819 Location Master Bed #2 Bed #3 Back Wall Master Bed #2 Right wall Entry Garage Back wall 3rd car 3rd car Front side Front side Front side Back side Left side Left side Right side Front side Front side Back side Front side Back side Floor 2 22222211111 Lines up w/ none none none none none none none second floor second floor second floor none none Width 14 11.33 10.67 33 28 12.5 38.5 14 22 36 12 12 Depth 28 42 40 38.5 36 22 33 38 22 22 24 24 Area (sqft) 196 237.93 213.4 635.25 504 137.5 635.25 266 242 396 144 144 Force (lb) 1122 1362 1222 3637 2885 787 3637 651 592 969 352 352 Adj. Force 1120 1359 1219 3628 2892 789 3645 650 591 967 352 352 % of floor 15% 19% 17% 50% 39% 11% 50% 16% 15% 24% 9% 9% Flr. Diaphragm 315 382 343 1020 813 222 1025 183 166 272 0 0 Transfered Forces 000000000000 Forces from Upper 0 0000001120 2578 3628 0 0 Total Seismic 1120 1359 1219 3628 2892 789 3645 1921 3307 4822 352 352 Wind (lb) 1038 1260 1130 3364 2276 621 2869 1068 972 1590 578 578 Adj. Force 1036 1257 1128 3357 2281 622 2875 1066 970 1587 577 577 % of total 15% 19% 17% 50% 39% 11% 50% 16% 15% 24% 9% 9% Total Wind 1036 1257 1128 3357 2281 622 2875 2102 3355 4944 577 577 Shear Wall 8 6 5.5 23.25 13 14 25 FTW 6 FTW Portal 12 Aspect Ratio 1 0.92 0.89 1111 0.96 Frame 1 PSW Adj. Co 0.73 0.79 0.8 0.89 1 1 1 1 1 Seis Load (plf) 140 227 222 156 222 56 146 551 29 Wind Load (plf) 129.5 209.5 205.0 144.4 175.5 44.5 115.0 559.1 48.1 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-3 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% 100% Wall Length (ft) 14 11.33 10.67 33 13 14 25 FTW 3 FTW Portal 12 Wall Height (ft) 8 88888897999 Floor Span (ft) 0 000000170361736 Roof Span (ft) 30 4 4 30 4 10 10 30 4 30 30 30 Wall Load (plf) 160 160 160 160 160 160 160 180 140 180 180 180 Total DL (plf) 231 114 114 231 114 141 141 304.2 102 372.6 304.2 372.6 Seis.Uplift (lbs)0 397 382 0 1039 0 0 - 3705 - - 0 Wind Uplift (lbs)0 306 297 0 663 0 0 - 3761 - - 0 CS16X42" STHD14 Location Family Garage Kitchen 3rd car Garage Left side Left side Right side Right side Front/Back mid Floor 1 1 1 1 1 Lines up w/ second floor second floor second floor none none Width 28 14 28 24 22 Depth 36 22 36 12 42 Area (sqft) 504 154 802 144 462 Force (lb) 1233 377 1963 352 1131 Adj. Force 1270 388 2020 363 1129 % of floor 31% 10% 50% 9% 28% Flr. Diaphragm 357 109 568 0 0 Transfered Forces 0000 0 Forces from Upper 2892 789 3645 0 0 Total Seismic 4197 1188 5721 363 1129 Wind (lb) 2307 705 3670 659 1855 Adj. Force 2374 726 3778 678 1852 % of total 31% 10% 50% 9% 28% Total Wind 4656 1348 6654 678 1852 Shear Wall 11 14 20 8.67 17 Aspect Ratio 1 1 1 1 1 PSW Adj. Co 1111 1 Seis Load (plf) 382 85 286 42 66 Wind Load (plf) 423.2 96.3 332.7 78.2 108.9 Shear Wall SW-2 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% Wall Length (ft) 11 14 20 8.67 17 Wall Height (ft) 9 9 9 9 9 Floor Span (ft) 4 10 4 0 36 Roof Span (ft) 4 10 10 4 0 Wall Load (plf) 360 180 340 180 180 Total DL (plf) 248.4 189 263.4 126 237.6 Seis.Uplift (lbs)2068 0 0 0 0 Wind Uplift (lbs)2443 0 360 158 0 STHD10 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan: Rockford Date: 6/14/2017 Location: SF12B2 LOAD PARAMETERS Seismic Load (lb): 1,921 Wind Load (lb): 2,102 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 1.29 Wind FS 1.65 ASPECT RATIO Left Aspect Ratio: 100%9.5 Right Aspect Ratio: 94% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Corner Seismic: 0 Wall Load 340 Uniform Seismic: 0 Tie-Down: LSTHD8/RJ Wind: 159 Floor 8 Uniform Wind: 159 Tie-Down Seismic FS Not Needed Roof 34 Uniform Tie-Down Wind FS 14.63 Point Load 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.28 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 1.76 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,394 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 286 Studs: 2x4 Studs F'T (psi)920 Stud FS: 3.22 Dead Load Resistance 455 -144 PASS 455 PASS 46 PASS <- - - - - - - - - - - - f e e t t a ll - - - - - - - - > FORCE TRANSFER WALL DESIGN 4.5 3 2 Entry 682 lb FORCE TRANSFER WALL All Units lb/ft unless specified 682 lb PASS 46 2 5 2 PASS <----------------------------------------> 296 PASS 296 PASS -144 PASS 8 FTW Plan: Rockford Date: 6/14/2017 Location: SF12B2 LOAD PARAMETERS Seismic Load (lb): 2,210 Wind Load (lb): 2,266 SHEAR WALL SELECTION Shear Wall Callout: SW-2 Seismic Strength (lb/ft): 450 9 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 1.12 Wind FS 1.53 ASPECT RATIO Left Aspect Ratio: 100%13.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Corner Seismic: 0 Wall Load 340 Uniform Seismic: 0 Tie-Down: LSTHD8/RJ Wind: 0 Floor 20 Uniform Wind: 0 Tie-Down Seismic FS Not Needed Roof 30 Uniform Tie-Down Wind FS Not Needed Point Load 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.13 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 2.32 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- 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 Family FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 89 368 188 PASS PASS PASS 5 All Units lb/ft unless specified402 402 <- - - - - - - - - - - - PASS PASS 1473 lb 1473 lb 2 89 368 188 PASS FORCE TRANSFER WALL DESIGN PASS PASS 3 8 2.5 <----------------------------------------> Dead Load Resistance 9 FTW (2) Plan: Rockford Date: 6/14/2017 Location: SF12B2 LOAD PARAMETERS Seismic Load (lb): 2,612 Wind Load (lb): 2,678 SHEAR WALL SELECTION Shear Wall Callout: SW-2 Seismic Strength (lb/ft): 450 9 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 1.01 Wind FS 1.37 ASPECT RATIO Left Aspect Ratio: 100%10.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Corner Seismic: 80.8 Wall Load 340 Uniform Seismic: 80.8 Tie-Down: LSTHD8/RJ Wind: 138 Floor 20 Uniform Wind: 138 Tie-Down Seismic FS 24.12 Roof 30 Uniform Tie-Down Wind FS 16.86 Point Load 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.86 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-2 --- 3" Edge Nailing and 12" Field Nailing Bolt FS 1.53 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,607 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 330 Studs: 2x4 Studs F'T (psi)920 Stud FS: 2.79 Kitchen FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 -103 448 -146 PASS PASS PASS 4 All Units lb/ft unless specified402 402 <- - - - - - - - - - - - PASS PASS 895 lb 895 lb 3 -103 448 -146 PASS FORCE TRANSFER WALL DESIGN PASS PASS 3 4 3.5 <----------------------------------------> Dead Load Resistance 10 FTW (3) Plan:Rockford Date:6/14/2017 Location:SF12B2 LEFT AND RIGHT 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 1.17 L/B main floor 0.88 Roof Height 7.00 Mean roof Height 22.5 Truss Span 28 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 24 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 27.6 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 16.7 Windward 10.7 Left 8.7 Leeward 6.0 Right 8.7 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 -8.8 -11.0 Load Case 2 6.9 -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) 7.00 36.00 252.0 3073 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 6.0 36 48 12 72.0 807.8 (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 48 494.3 480 5008.1 324 3474.3 Leeward 48 306.8 480 3077.5 324 1937.5 2nd Floor Diaphragm Shear Total Shear (lbs) 5779 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 13336 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 17779 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 18179 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 24.6 23.81 24.42 Low roof (per truss) 2.9 203.13 208.33 Lateral (lbs)H1 H2.5 Roof (per truss) 2.4 326.90 170.74 Low roof (per truss) 0.5 1604.47 838.00 Factors of Safety Exposure Adj. Factor 11 Wind (Left and Right Loading) Plan:Rockford Date:6/14/2017 Location:SF12B2 FRONT AND BAC 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 0.86 L/B main floor 1.14 Roof Height 7.00 Mean roof Height 23.5 Truss Span 28 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 24 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 27.6 Table 27.6-1 Main floor, ph 27.6 Main floor, po 27.5 Basement floor, ph 27.5 Basement floor, po 27.1 Upper Floor (psf)Relative positioning Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.5 Windward 10.5 Left 8.7 Leeward 6.0 Right 8.7 Basement Floor (psf) Net Pressure 16.4 Windward 10.4 Left 8.7 Leeward 6.0 Right 8.7 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) 7.00 42.00 294 3615 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft2) Horizontal Force (lbs) 6.0 42 42 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 42 434.9 420 4404.0 378 3893.3 Leeward 42 252.2 420 2530.4 378 2430.4 2nd Floor Diaphragm Shear Total Shear (lbs) 6777 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 13406 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 17217 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 17561 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 27.0 21.66 22.22 Low roof (per truss) --- Lateral (lbs)H1 H2.5 Roof (per truss) 86.1 9.12 4.76 Low roof (per truss) 0.0 -- Factors of Safety Exposure Adj. Factor 12 Wind (Front and Back Loading) Plan: Rockford Date: 6/14/2017 Location: SF12B2 PASS PASS PASS Moment: 1.31 Moment: 1.12 Moment: 1.34 JOIST SPECIFICATION Boise Cascade Boise Cascade Boise Cascade Joist Type: BCI BCI BCI Joist Series: 6000 6000 6000 Joist Depth (ft): 14 14 11.88 Joist Span (ft): 22 19 16 Joist Spacing (in): 12 19.2 19.2 LOAD PARAMETERS Floor Dead Load 12 12 12 Floor Live Load 40 40 40 Total Floor Load 52 52 52 SIMPLE SPAN JOIST Duration Increase 1 1 1 Joist Weight (plf) 2.7 2.7 2.5 Joist Loading (plf) 55 86 86 Max Reaction (lb) 602 816 686 Max Moment (ft-lb) 3309 3876 2742 JOIST DETERMINATION Max Moment 100% (ft-lb) 4350 4350 3670 Moment FS 1.31 1.12 1.34 Max Shear 100% (lb) 1925 1925 1675 Shear FS 3.20 2.36 2.44 Bearing Required (in) 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 Live Load Deflection (in) 0.51 0.47 0.35 Allowable Live Load Deflection (in) 0.73 0.63 0.53 LL Deflection FS 1.44 1.36 1.54 Total Load Deflection Limit 240 240 240 Total Load Deflection (in) 0.70 0.63 0.46 Allowable Total Load Deflection (in) 1.10 0.95 0.80 TL Deflection FS 1.58 1.52 1.73 1 3/4" Allowable Reaction (lb) 1175 1175 1175 3 1/2" Allowable Reaction (lb) 1525 1525 1425 SELECTION 14" BCI 6000 @ 12" O.C. 14" BCI 6000 @ 19.2" O.C. 11 7/8" BCI 6000 @ 19.2" O.C. 13 Joists Plan: Rockford Date: 6/14/2017 Location: SF12B2 Beam Page 3 RB-1 Sawn (2) 2X10's DF #2 Ufb-1 LVL (2) 18" 2.0E 2600 Fb UFB-11 Sawn (2) 2X10' DF #2 RB-2 Sawn (2) 2X10's DF #2 Ufb-2 LVL (2) 14" 2.0E 2600 Fb UFB-14 Sawn (2) 2X10' DF #2 RB-3 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-3 LVL (2) 14" 2.0E 2600 Fb UFB-15 Sawn (2) 2X10' DF #2 RB-3 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-4 Sawn (2) 2X10' DF #2 UFB-16 LVL (3) 16" 2.0E 2600 Fb RB-4 Sawn (2) 2X10's DF #2 Ufb-5 Sawn (2) 2X10' DF #2 UFB-17 LVL (3) 14" 2.0E 2600 Fb RB-4 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-6 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-1 Sawn (2) 2X8's DF #2 RB-5 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-7 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-2 LVL (2) 9 1/2" 2.0E 2600 Fb RB-6 Sawn (2) 2X10's DF #2 Ufb-8 Sawn (2) 2X10' DF #2 MFB-3 LVL (1) 11 7/8" 2.0E 2600 Fb RB-7 LVL (2) 11 7/8" 2.0E 2600 Fb Ufb-9 Sawn (2) 2X10' DF #2 RB-8 Sawn (2) 2X10's DF #2 Ufb-10 LVL (1) 14" 2.0E 2600 Fb RB-9 Sawn (2) 2X10's DF #2 RB-10 Sawn (2) 2X10's DF #2 RB-11 Sawn (2) 2X10's DF #2 Beam Page 1 Beam Page 2 14 Schedule Plan:Rockford Date:6/14/2017 Location:SF12B2 w/ girder point load w/ girder point load PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 9 1/2" 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 Moment: 2.97 Moment: 5.24 Shear: 2.52 Shear: 1.64 Moment: 1.36 Shear: 1.9 LL Deflection: L/602 Shear: 2 Shear: 1.58 Shear: 7.72 Moment: 2.45 Moment: 6.62 Shear: 28.82 Name RB-1 RB-2 RB-3 RB-3 RB-4 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 RB-11 Grade Sawn Sawn LVL LVL Sawn LVL LVL Sawn LVL Sawn Sawn Sawn Sawn LOADING PARAMETERS PASS PASS 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 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)55665514494652 Beam Weight (plf) 5.55 5.55 9.64 9.64 5.55 9.64 9.64 5.55 12.06 5.55 5.55 5.55 5.55 BEAM SIZING Beam Depth (in)9.25 9.25 9.5 9.5 9.25 9.5 9.5 9.25 11.88 9.25 9.25 9.25 9.25 Beam Width/Weight 333.53.533.53.533.53333 UNIFORM LOADING Floor Span (ft)0000000000000 Roof Span (ft) 10 4 30 3 30 3 8 30 40 4 10 6 4 Wall Height (ft)5500000005200 Total Uniform Floor Load (plf)0000000000000 Total Live Floor Load (plf)0000000000000 Total Uniform Roof Load (plf) 275 110 825 82.5 825 82.5 220 825 1100 110 275 165 110 Total Live Roof Load (plf) 200 80 600 60 600 60 160 600 800 80 200 120 80 Total Uniform Wall Load (plf) 100 100 00000001004000 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ---- ---- ---- Roof ---- Roof ---- ---- ---- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 28 0 28 0000000 1 Start Point (ft)0004000000000 1 End Point (ft)000602.50000000 1 Total Partially Uniform Load (plf) 0 0 0 770 0 770 0000000 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- 2 Span/Height (ft)0000000000000 2 Start Point (ft)0000000000000 2 End Point (ft)0000000000000 2 Total Partially Uniform Load (plf)0000000000000 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- 3 Span/Height (ft)0000000000000 3 Start Point (ft)0000000000000 3 End Point (ft)0000000000000 3 Total Partially Uniform Load (plf)0000000000000 POINT LOADS Point Load 1 ---- ---- ---- Roof ---- Roof ---- ---- ---- ----- ----- ---------- 1 Location (ft)000402.50000000 1 Total Load (lb) 0 0 0 3080 0 3080 0000000 Point Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ---------- 2 Location (ft)0000000000000 2 Total Load (lb)0000000000000 Point Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ---------- 3 Location (ft)0000000000000 3 Total Load (lb)0000000000000 TAPERED LOADS Tapered Load Starting Point (ft)000002.50000000 Tapered Load Ending Point (ft)0004040000000 Tapered Load at Start (plf) 0 0 0 110 0 220 0000000 Tapered Load at End (plf) 0 0 0 220 0 165 0000000 REACTIONS & MOMENT Duration Increase 1111111111111 Left Reaction (lb) 951 539 2504 1975 2076 3317 1607 1661 5004 431 962 426 116 Right Reaction (lb) 951 539 2504 3858 2076 2437 1607 1661 5004 431 962 426 116 Max Moment (lb-ft) 1189 674 3756 5957 2595 5478 5626 1661 11260 431 1442 53358 Max Shear (lb) 951 539 2504 3858 2076 3317 1607 1661 5004 431 962 426 116 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.10 1.00 1.00 1.10 1.00 1.00 1.10 1.00 1.10 1.10 1.10 1.10 Area (in2)27.75 27.75 33.25 33.25 27.75 33.25 33.25 27.75 41.58 27.75 27.75 27.75 27.75 Moment of Inertia I (in4)198 198 250 250 198 250 250 198 489 198 198 198 198 Maximum Bending Stress (lb-ft) 334 189 856 1358 728 1249 1282 466 1641 121 405 149 16 Allowable Bending Stress (lb-ft) 990 990 2684 2684 990 2684 2684 990 2604 990 990 990 990 Allowable Moment (lb-ft) 3529 3529 11775 11775 3529 11775 11775 3529 17862 3529 3529 3529 3529 MOMENT FS 2.97 5.24 3.14 1.98 1.36 2.15 2.09 2.12 1.59 8.19 2.45 6.62 61.09 Allowable Shear Stress (psi) 180 180 285 285 180 285 285 180 285 180 180 180 180 Maximum Shear Capacity (lb) 3330 3330 6318 6318 3330 6318 6318 3330 7900 3330 3330 3330 3330 SHEAR FS 3.50 6.18 2.52 1.64 1.60 1.90 3.93 2.00 1.58 7.72 3.46 7.81 28.82 Bearing Required 0.78 0.44 0.95 1.47 1.71 1.26 0.61 1.37 1.91 0.35 0.79 0.35 0.10 Elastic Modulus (psi) 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 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) 0.01 0.00 0.04 0.05 0.03 0.03 0.28 0.01 0.12 0.00 0.02 0.01 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.17 0.20 0.20 0.17 0.17 0.47 0.13 0.30 0.13 0.20 0.17 0.07 LIVE LOAD DEFLECTION FS 18.57 46.44 5.66 4.08 6.19 5.23 1.67 12.09 2.46 90.70 10.75 30.96 725.57 Total Load Deflection (in) 0.02 0.01 0.05 0.07 0.04 0.04 0.40 0.02 0.17 0.00 0.03 0.01 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.25 0.30 0.30 0.25 0.25 0.70 0.20 0.45 0.20 0.30 0.25 0.10 TOTAL LOAD DEFLECTION FS 14.64 25.85 6.10 4.41 6.71 5.67 1.75 13.10 2.65 50.49 10.06 32.67 753.51 SELECTION Sawn Sawn LVL LVL Sawn LVL LVL Sawn LVL Sawn Sawn Sawn Sawn (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 2X10's (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's 15 Beams Plan:Rockford Date:6/14/2017 Location:SF12B2 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 18" LVL (2) 14" LVL (2) 14" Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's LVL (1) 14" Moment: 1.03 Shear: 2.26 Shear: 1.87 Shear: 1.65 Shear: 3.84 Moment: 1.1 Shear: 1.45 Shear: 1.05 Shear: 2.12 LL Deflection: L/1000 Name Ufb-1 Ufb-2 Ufb-3 Ufb-4 Ufb-5 Ufb-6 Ufb-7 Ufb-8 Ufb-9 Ufb-10 Grade LVL LVL LVL Sawn Sawn LVL LVL Sawn Sawn LVL 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)168.5103386433 Beam Weight (plf) 18.27 14.21 14.21 5.55 5.55 9.64 9.64 5.55 5.55 7.11 BEAM SIZING Beam Depth (in)18 14 14 9.25 9.25 9.5 9.5 9.25 9.25 14 Beam Width/Weight 3.5 3.5 3.5 3 3 3.5 3.5 3 3 1.75 UNIFORM LOADING Floor Span (ft) 0 20 3 8 8 20 16 0 40 0 Roof Span (ft) 0 10 0 34 6 0 30 0 0 0 Wall Height (ft) 10 8 0 10 10 0 10 10 0 0 Total Uniform Floor Load (plf) 0 520 78 208 208 520 416 0 1040 0 Total Live Floor Load (plf) 0 400 60 160 160 400 320 0 800 0 Total Uniform Roof Load (plf) 0 275 0 935 165 0 825 0 0 0 Total Live Roof Load (plf) 0 200 0 680 120 0 600 0 0 0 Total Uniform Wall Load (plf) 200 160 0 200 200 0 200 200 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Floor ---- ---- ---- ---- ---- ---- Roof ----- ----- 1 Span/Height (ft) 22 0000003000 1 Start Point (ft)0000000100 1 End Point (ft)8000000400 1 Total Partially Uniform Load (plf) 572 00000082500 Partially Uniform Load 2 Roof ---- ---- ---- ---- ---- ---- ----- ----- ----- 2 Span/Height (ft)4000000000 2 Start Point (ft)8000000000 2 End Point (ft) 16 000000000 2 Total Partially Uniform Load (plf) 110 000000000 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- 3 Span/Height (ft)0000000000 3 Start Point (ft)0000000000 3 End Point (ft)0000000000 3 Total Partially Uniform Load (plf)0000000000 POINT LOADS Point Load 1 Roof ---- Roof ---- ---- Roof ---- Roof ----- ----- 1 Location (ft)8020050100 1 Total Load (lb) 4966 0 4119 0 0 3080 0 2437 0 0 Point Load 2 ---- ---- Roof ---- ---- ---- ---- ----- ----- ----- 2 Location (ft)0020000000 2 Total Load (lb) 0 0 1512.5 0000000 Point Load 3 ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- 3 Location (ft)0000000000 3 Total Load (lb)0000000000 TAPERED LOADS Tapered Load Starting Point (ft)0000000000 Tapered Load Ending Point (ft)0000050000 Tapered Load at Start (plf)00000550000 Tapered Load at End (plf)000002200000 REACTIONS & MOMENT Duration Increase 1111111111 Left Reaction (lb) 7881 4119 4966 2023 868 3703 4352 3167 1568 11 Right Reaction (lb) 6033 4119 1587 2023 868 4301 4352 2567 1568 11 Max Moment (lb-ft) 37762 8752 9467 1517 651 10731 6528 3076 1176 8 Max Shear (lb) 7881 4119 4966 2023 868 4301 4352 3167 1568 11 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 1.00 1.10 1.10 1.00 1.00 1.10 1.10 1.00 Area (in2)63.00 49.00 49.00 27.75 27.75 33.25 33.25 27.75 27.75 24.50 Moment of Inertia I (in 4)1701 800 800 198 198 250 250 198 198 400 Maximum Bending Stress (lb-ft) 2398 919 994 426 183 2446 1488 863 330 2 Allowable Bending Stress (lb-ft) 2461 2546 2546 990 990 2684 2684 990 990 2546 Allowable Moment (lb-ft) 38753 24258 24258 3529 3529 11775 11775 3529 3529 12129 MOMENT FS 1.03 2.77 2.56 2.33 5.42 1.10 1.80 1.15 3.00 1517.45 Allowable Shear Stress (psi) 285 285 285 180 180 285 285 180 180 285 Maximum Shear Capacity (lb) 11970 9310 9310 3330 3330 6318 6318 3330 3330 4655 SHEAR FS 1.52 2.26 1.87 1.65 3.84 1.47 1.45 1.05 2.12 436.78 Bearing Required 3.00 1.57 1.89 1.66 0.71 1.64 1.66 2.61 1.29 0.01 Elastic Modulus (psi) 2,000,000 2,000,000 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.27 0.04 0.06 0.00 0.00 0.17 0.05 0.02 0.00 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.28 0.33 0.10 0.10 0.27 0.20 0.13 0.10 0.10 LIVE LOAD DEFLECTION FS 1.96 6.37 5.35 20.47 61.42 1.56 3.69 7.21 21.50 100.00 Total Load Deflection (in) 0.46 0.07 0.09 0.01 0.00 0.23 0.09 0.03 0.01 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.43 0.50 0.15 0.15 0.40 0.30 0.20 0.15 0.15 TOTAL LOAD DEFLECTION FS 1.73 5.92 5.75 19.13 44.59 1.72 3.51 6.85 24.67 9179.29 SELECTION LVL LVL LVL Sawn Sawn LVL LVL Sawn Sawn LVL (2) 18" (2) 14" (2) 14" (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 2X10's (2) 2X10's (1) 14" 16 Beams (2) Plan:Rockford Date:6/14/2017 Location:SF12B2 PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 16" LVL (3) 14" Sawn (2) 2X8's LVL (2) 9 1/2" LVL (1) 11 7/8" Moment: 1.9 Shear: 1.76 Moment: 2.02 Moment: 1.1 Moment: 1.55 Shear: 4.14 Moment: 1.97 LL Deflection: L/1000 Name UFB-11 UFB-14 UFB-15 UFB-16 UFB-17 MFB-1 MFB-2 MFB-3 Grade Sawn Sawn Sawn LVL LVL Sawn LVL LVL 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) 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)4.5 4 5 15 11.5 3 9.5 10 Beam Weight (plf) 5.55 5.55 5.55 24.36 21.32 4.35 9.64 6.03 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 16 14 7.25 9.5 11.88 Beam Width/Weight 3 3 3 5.25 5.25 3 3.5 1.75 UNIFORM LOADING Floor Span (ft) 28 3 3 3 16 16 20 0 Roof Span (ft) 0 24 10 0 30 0 0 0 Wall Height (ft) 0 10 10 88000 Total Uniform Floor Load (plf) 728 78 78 78 416 416 520 0 Total Live Floor Load (plf) 560 60 60 60 320 320 400 0 Total Uniform Roof Load (plf) 0 660 275 0 825 0 0 0 Total Live Roof Load (plf) 0 480 200 0 600 0 0 0 Total Uniform Wall Load (plf) 0 200 200 160 160 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ---- ---- ---- Roof ---- ---- ----- ----- 1 Span/Height (ft) 0 0 0 24 0000 1 Start Point (ft)00000000 1 End Point (ft)00080000 1 Total Partially Uniform Load (plf) 0 0 0 660 0000 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ----- ----- 2 Span/Height (ft)00000000 2 Start Point (ft)00000000 2 End Point (ft)00000000 2 Total Partially Uniform Load (plf)00000000 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ----- ----- 3 Span/Height (ft)00000000 3 Start Point (ft)00000000 3 End Point (ft)00000000 3 Total Partially Uniform Load (plf)00000000 POINT LOADS Point Load 1 ---- ---- ---- Roof ---- ---- ----- ----- 1 Location (ft)00080000 1 Total Load (lb) 0 0 0 8470 0000 Point Load 2 ---- ---- ---- ---- ---- ---- ----- ----- 2 Location (ft)00000000 2 Total Load (lb)00000000 Point Load 3 ---- ---- ---- ---- ---- ---- ----- ----- 3 Location (ft)00000000 3 Total Load (lb)00000000 TAPERED LOADS Tapered Load Starting Point (ft)00000000 Tapered Load Ending Point (ft)00000000 Tapered Load at Start (plf)00000000 Tapered Load at End (plf)00000000 REACTIONS & MOMENT Duration Increase 11111111 Left Reaction (lb) 1650 1887 1396 9792 8178 631 2516 30 Right Reaction (lb) 1650 1887 1396 7893 8178 631 2516 30 Max Moment (lb-ft) 1856 1887 1745 48823 23511 473 5974 75 Max Shear (lb) 1650 1887 1396 9792 8178 631 2516 30 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.10 1.10 1.00 1.00 1.20 1.00 1.00 Area (in2)27.75 27.75 27.75 84.00 73.50 21.75 33.25 20.79 Moment of Inertia I (in4)198 198 198 1792 1201 95 250 245 Maximum Bending Stress (lb-ft) 521 529 490 2616 1645 216 1362 22 Allowable Bending Stress (lb-ft) 990 990 990 2875 2546 1080 2684 2604 Allowable Moment (lb-ft) 3529 3529 3529 53672 36387 2365 11775 8931 MOMENT FS 1.90 1.87 2.02 1.10 1.55 5.00 1.97 118.51 Allowable Shear Stress (psi) 180 180 180 328 285 180 285 285 Maximum Shear Capacity (lb) 3330 3330 3330 18354 13965 2610 6318 3950 SHEAR FS 2.02 1.76 2.38 1.87 1.71 4.14 2.51 131.03 Bearing Required 1.36 1.55 1.15 2.49 2.08 0.52 0.96 0.02 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 2,000,000 Live Load Deflection (in) 0.02 0.01 0.01 0.31 0.15 0.00 0.15 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.15 0.13 0.17 0.50 0.38 0.10 0.32 0.33 LIVE LOAD DEFLECTION FS 9.11 13.44 14.29 1.59 2.52 25.88 2.14 100.00 Total Load Deflection (in) 0.02 0.02 0.03 0.49 0.24 0.01 0.20 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.23 0.20 0.25 0.75 0.58 0.15 0.48 0.50 TOTAL LOAD DEFLECTION FS 10.43 11.53 9.98 1.53 2.44 29.55 2.42 178.46 SELECTION Sawn Sawn Sawn LVL LVL Sawn LVL LVL (2) 2X10's (2) 2X10's (2) 2X10's (3) 16" (3) 14" (2) 2X8's (2) 9 1/2"(1) 11 7/8" 17 Beams (3) Plan:Rockford Date:6/14/2017 Location:SF12B2 PASS (4) 2x4 FS: 1.13 --- --- --- --- COLUMN DIMENSIONS: Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 0 0 MATERIAL SPECS: Material: Doug Fir #2 Doug Fir #2 Depth-x (in): 3.5 5.5 Width-y (in): 1.5 1.5 # Members 4 3 Area (in2):21.00 24.75 Axial Load: 8,603 10 MATERIAL PROPERTIES: Fc 1,350 1,350 E 1,600,000 1,300,000 Emin 580,000 470,000 Lex/dx 30.86 19.64 Ley/dy 0.00 0.00 FACTORS: Cd 1 1 Cf 1.15 1.1 Ke 1 1 Fc* 1,553 1,485 Fce 501 1,002 Cp 0.30 0.54 F'c 462 809 Allowable Load 9,694 20,013 Location: 18 Posts Plan:Rockford Date:6/14/2017 Location:SF12B2 PASS FS: 1.38 INPUT Location: Garage Spot Callout S-36 Load (lb)9,792 SPECS Soil Bearing Pressure (psf)1500 Footing Width/Diameter (in)36 Footing Length/Diameter (in)36 Footing Depth (in)10 CALCULATIONS Area Required (ft2)6.53 Area Provided (ft2)9.00 SELECTION S-36 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Way 19 Spot Footings