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STRUCTURAL CALCULATIONS 1 - 18-00271 - 251 Baldwin Dr - New SFR
York [Engineering Structural Design (801) 876-3501 Structural Calculations Rockford Base Plan Prepared For: F4 KAR HNER Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 '(�- VV 5/16/2018 5/16/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Rockford Location: Base Plan 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): Roof Dead Load (psf): Floor Loads: Floor Live Load (psf): Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (fc'): Concrete Reinforcement Site Conditions: Backfill: Dimensional Lumber: Posts and Timbers: Steel: 40 15 40 12 D 115 mph for Exposure C 3000 psi (foundation) to 4000 psi (suspended slab) ASTM A615 Grade 60 Dry & stable granular based, 1500 psf bearing capacity, granular based KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Doug Fir #2 or better Doug Fir #1 or better ASTM Grade 50 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: 1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. If discrepancies are found, the more stringent specification shall be followed. 3. All 2 -ply and 3 -ply beams and headers to be nailed using 16d two rows @ 12" O.C. 4. Contractor shall assure that all materials are used per manufactures recommendations. 5. Site engineering and liability shall be provided by the owner/builder as required. 6. 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. 7. The contractor shall conform to all building codes and practices as per the 2015 IRC 8. Use balloon framing method when connecting floors in split level designs. 9. Provide solid blocking through structure down to footing for all load paths 10. Builder shall follow all recommendations found in all applicable geotechnical reports. 11. 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. 12. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall be used. 13. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. 14. Block all horizontal edges 1 1/2" nominal or wider. 15. 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. Y[LEn'ggineering k Table of Contents Snow Calculation 5 Footings 6 Seismic '7 Shear g 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 Plan: Rockford Date: 6/14/2017 Location: Base Plan 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/Ift) 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/Ift) 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/Ift) 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 -1F Footings Plan: Rockford Dale: 6/14/2017 Location: Base Plan LOADING SUMMARY Roof Live Load (psf): 40 Roof DeadLoad (psf): 15 Floor Live Load (psf):40 Hxx Wx °/, Force Total Shear (kip) Floor Dead Load (psf): 12 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf 75 Suspended Slab Live Load (psf): 60 4.04 11.37 SNOW LOAD PARAMETERS 0.00 Roof Slope (x/12): 6 Roof Pitch (0): 26.57 Total Roof Load (psf): 55.00 11.37 SEISMIC LOAD PARAMETERS Site Class: D Fa 1.00 R: 6.5 Ss: 1.400 Sus 1.400 Sos: 0.932 Cs 0.143 Redundancy Factor, p : 1.30 ASD Load Combination Factor: 0.70 Factored Cs: 0.131 SHEAR DISTRIBUTION Base Shear Farce Ib: 11,367 Floor 1 Lateral Force Ib: 0 Floor 2 Lateral Force Ib: 6,026 Roof Lateral Force Ib: s u1 Roof 43.44 38.01 — 15 8 29,434 11,482 40,916 Floor 33.12 39 a 12 20,019 26,143 46,162 Floor 1 43.44 38 9 12 10,032 16,290 26,322 6 Seismic SEISMIC FORCE DISTRIBUTION Hx (k) W. (kip) Hxx Wx °/, Force Total Shear (kip) Fx Vx of 22.50 40.92 921 64% 7.33 7.33 7.33 ,r2 10.00 46.16 508 36% 11.37 4.04 11.37 .r 1 1.00 0.00 0 0% 11.37 0.00 11.37 \LS 0.01 87.08 1,428 11,367 11.37 6 Seismic Plan: Rockford Date: 6/14/2017 Location: Base Plan Shear Wall Allowable Loads (pig Seismic (kips) Wind (kips) seismic wind total left/right front/back 2nd Floor 7.3 kips 5.8 6.8 SW-1 350 490 let 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 2 2 2 2 2 2 1 1 1 1 1 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 (sgft) 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 Force! 0 0 0 0 0 0 0 0 0 0 0 0 orces from Upper 0 0 0 0 0 0 0 1120 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 1 1 1 1 0.96 Frame i 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 (pif) 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% 10014 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 8 8 8 8 8 8 9 7 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 17 0 36 17 36 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 (pig 231 114 114 231 114 141 141 3042 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 GSISX42' 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(sgft) 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% Mr. Diaphragm 357 109 568 0 0 .ransfered Forces 0 0 0 0 0 orces 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 1 1 1 1 1 Seis Load (plf) 382 85 286 42 66 Wind Load (pig 96.3 332.7 78.2 108.9 Shear Wall SW-2 SW-1 SW-1 SW-0 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 (pig 360 180 340 180 180 Total DL (plo 248.4 189 263.4 126 237.6 Seis.Uplift (lbs) 2068 0 0 0 0 Wind Uplift (lbs) 2443 0 360 158 0 STHD70 7 Shear Plan: Rockford Date: 6/14/2017 Location: Base Plan LOAD PARAMETERS 455 Seismic Load (Ib): 1,921 Wind Load (Ib): 2,102 SHEAR WALL SELECTION 455 Shear Wall Callout: SW -3 Seismic Strength (lb/ft): 585 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 1.29 Wind FS 1.65 ASPECT RATIO Wall Load 340 Left Aspect Ratio: 100 Right Aspect Ratio: 94 CONNECTORS Floor 8 Force -Transfer Wall Location: Corner Tie -Down: LSTHD8/RJ Tie -Down Seismic FS Not Needed Tie -Down Wind FS 14.63 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.28 Bolt Diameter (in): 1/2 Bolt Snacinq (in o.c.): 32 Stress (psi): FST (psi) Stud FS: Entry FORCE TRANSFER WALL .144 455 46 296 All Units Ib/ft unless specified 296 -144 455 46 4.5 3 Shear Wall: 2 Tie -Down: 9.5 ......___...._a CS16 --- Nails to Connect Bolts: 1/2" Bolts @ 32' O.C. Dead Load Resistance 2x4 Studs IV Load Span Location Seismic: 0 Wall Load 340 Uniform Seismic: 0 Wind: 159 Floor 8 Uniform Wind: 159 Roof 34 Uniform Point Load 0 0 8 FTW IF NSFER. Shear Wall: SW -3 --- 2" Edge Nailing and 12" Field Nailing Tie -Down: LSTHD8/RJ Straps: CS16 --- Nails to Connect Bolts: 1/2" Bolts @ 32' O.C. Studs: 2x4 Studs 8 FTW Plan: Rockford Date: 6/14/2017 Location: Base Plan LOAD PARAMETERS Corner Tie -Down: Seismic Load (lb): Tie -Down Seismic FS 2,210 Wind Load (lb): Not Needed 2,266 CS16 Window Strap Connector: Nails SHEAR WALL SELECTION 1.13 Bolt Diameter (in): Shear Wall Callout: Bolt Spacing (in o.c.): SW -2 Seismic Strength (lb/ft): 390 450 Edge Nailing (in o.c.) Stud Size: 3 Field Nailing (in o.c.) 1,057 12 Seismic FS F4 (Psi) 1.12 Wind FS 4.24 1.53 ASPECT RATIO CS16 --- Nails to Connect Left Aspect Ratio: 1/2" Bolts @ 32" O.C. 100 Right Aspect Ratio: 2x4 Studs 100 Force -Transfer Wall Location: Corner Tie -Down: LSTHD8/RJ Tie -Down Seismic FS Not Needed Tie -Down Wind FS Not Needed Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.13 Bolt Diameter (in): 1/2 Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Bolt FS 2.32 Stud Size: 2x4 Tension (lb): 1,057 Stress (psi): 217 F4 (Psi) 920 Stud FS: 4.24 n 2 v m 5 S 2 Family FORCE TRANSFER WALL 89 368 188 402 All Units Ib/ft unless specified 402 1fi13 ib 89 368 188 9 FTW (2) a 2.5 <------------------- 13.5 ----------.-....--> Dead Load Resistance Load San Location It Seismic: 0 Wall Load 340 Uniform Seismic: 0 Wind: 0 Floor 20 Uniform Wind: 0 Roof 30 Uniform Point Load 0 0 - FOR, FOR, SFER WALL DESIG Shear Wall: SW -2 --- Y Edge Nailing and 12" Field Nailing Tie -Down: LSTHD8/RJ Straps: CS16 --- Nails to Connect Bolts: 1/2" Bolts @ 32" O.C. Studs: 2x4 Studs 9 FTW (2) Plan: Rockford Date: 6/14/2017 Location: Base Plan LOAD PARAMETERS 448 a Seismic Load (lb): 2,612 Wind Load (lb): 2,678 SHEAR WALL SELECTION 448 Shear Wall Callout: SW -2 Seismic Strength (Ib/ft): 450 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 Right Aspect Ratio: 100 CONNECTORS Force -Transfer Wall Location: Comer Tie -Down: LSTHD8/F Tie -Down Seismic FS 24.12 Tie -Down Wind FS 16.86 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.86 Bolt Diameter (in): 1/2 Bolt Spacing (in o.c.): 32 Bolt Capacity (pin: 390 Bolt FS 1.53 Stud Size: 2x4 Tension (lb): 1,607 Stress (psi): 330 F'T (psi) 920 Stud FS: 2.79 Kitchen FORCE TRANSFER WALL -103 448 a -146 402 8951b All Units Ib/ft unless specified 402 *g lb -103 448 -146 3 4 3.5 '-----""'------------ 10.5 ----------------- Dead Load Resistance Load San Location Seismic: 80.8 Wall Load 340 Uniform Seismic: 80.8 Wind: 138 Floor 20 Uniform Wind: 138 Roof 30 Uniform Point Load 0 0 10 E TRANSFER WALL Edge Nailing and 1.2" Field Nailing FStraps: J 72x4Studs ails to Connect @ 32" O.C. FTW (3) Plan: Rockford Date: 6/1412017 Location: Base Plan 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 IITable 1.5-1 Wind speed 115 Figure 26.5-1 A -B or C Exposure Category C Section 26.7 UB upper floor 1.17 UB main floor 0.88 Roof Height 7.00 Mean roof Height 22.5 Truss Span 28 Roof Slope 6112 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, p" 27.6 Table 27.6-1 Upper floor, pa 28.1 Table 27.6-1 Main floor, p„ 28.1 Main floor, po 28.0 Basement floor, pn 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 (psi) 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 Exposure Adj. Factor 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) Horizontal Force (Ibs) 7.00 36.00 252.0 3073 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Lenglh(ft; Area (ft) 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 ft' force (Ibs) ft2 force (lbs) ft2 force (lbs) Windward 45 494.3 480 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 Factors of Safety 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 11 Wind (Left and Right Loading) Plan: Rockford Date: 6/14/2017 Location: Base Plan 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 LIB upper floor 0.86 L/B main floor 1.14 Roof Height 7.00 Mean roof Height 23.5 Truss Span 28 Reef Slope 6112 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, pn 28.2 Table 27.6-1 Upper floor, pe 27.6 Table 27.6-1 Main floor, pn 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) Zonal Zone 2 Exposure Adj. Factor 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) Horizontal Force (lbs) 7.00 42.00 294 3615 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft) Horizontal Force (lbs) 6.0 42 42 0 0 0.0 (height) (height) (height) Wall Load Basement 1 list floor 10 2nd floor 9 ft2 force (lbs) ft2 force (lbs) ft2 force (lbs) Windward 42 434,9 420 4404.0 378 3893.3 Leeward 42 252.2 420 2530A 378 2430A 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 Factors of Safety Uplift (lbs) Hi H2.5 Roof (per truss) 27.0 21.66 22.22 Low roof(pertruss) - - - Lateral (Ibs) H1 H2.5 Roof (per truss) 86.1 9.12 4.76 Low roof (per truss) 0.0 - - 12 Wind (Front and Back Loading) Plan: Rockford Date: 6/14/2017 Location: Base Plan Mc:r'er't: ..31. JOIST SPECIFICATION Boise Cascade Moment: 1.1? Boise Cascade ,..... -.... 1.34 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): 12 192 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 (pit) 2.7 2.7 2.5 Joist Loading (plf) 55 86 86 Max Reaction (lb) 602 816 686 Max Moment (ft -Ib) 3309 3876 2742 JOIST DETERMINATION Max Moment 100% (ft -Ib) 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 0 19.2" O.C. 11 Ila" RCI ennn n 4o r, n c 13 Joists Plan: Rockford Date: 6/14/2017 Location: Base Plan Ufb-2 LVL (2) 14" 2.0E 2600 Fb Beam Page 1 RB -1 Sawn (2) 2X10's RB -2 Sawn (2) 2X1 O's RB -3 LVL (2) 9 1/2" RB -3 LVL (2) 9 1/2" RB -4 Sawn (2) 2X1 O's RB -4 LVL (2) 9 1/2" RB -5 LVL (2) 9 1/2" RB -6 Sawn (2) 2X1 O's RB -7 LVL (2) 11 7/8" RB -8 Sawn (2) 2X10's RB -9 Sawn (2) 2X1 O's RB -10 Sawn (2) 2X1 O's RB -11 Sawn (2) 2X10's DF #2 DF #2 2.0E 2600 Fb 2.0E 2600 Fb DF #2 2.0E 2600 Fb 2.0E 2600 Fb DF #2 2.0E 2600 Fb DF #2 DF #2 DF #2 DF #2 Beam Page 2 Ufb-1 LVL (2) 18" 2.0E 2600 Fb Ufb-2 LVL (2) 14" 2.0E 2600 Fb Ufb-3 LVL (2) 14" 2.0E 2600 Fb Ufb-4 Sawn (2) 2X10' DF #2 Ufb-5 Sawn (2) 2X10' DF #2 Ufb-6 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-7 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-8 Sawn (2) 2X10' DF #2 Ufb-9 Sawn (2) 2X10' DF #2 Ufb-10 LVL (1) 14" 2.0E 2600 Fb 14 Beam Page 3 UFB-11 Sawn (2) 2X10' DF #2 UFB-14 Sawn (2) 2X10' DF #2 UFB-15 Sawn (2) 2X10' DF #2 UFB-16 LVL (3) 16" 2.0E 2600 Fb UFB-17 LVL (3) 14" 2.0E 2600 Fb MFB-1 Sawn (2) 2X8's DF #2 MFB-2 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-3 LVL (1) 11 7/8" 2.0E 2600 Fb Schedule Mn Dare: -I Rp Mwd v14.on sa Phn pont ba0 d int nl bad Sawn (2) 3X10'. V, :.,.: 24• Sr Sawn (2) 2X10'. i:: LVL (2) 911' .Y.. r. i'• LVL (2) 91.• rn. f.: .... Sawn (2) 2X10Y .."t.: � f ... LVL (2) 9112" LVL (2) 9 I.' Sawn (2) 2X10'. ^ren� LVL U)117M' i '.., Sawn )2) 2%10'. ...� Sawn (2) 2X10'z ... ;. Sawn 2) 2X10'. ... Sawn (2) 2X10'. Nem. Grade LOADING PARAMETERS -1 Sawn R.. Sawn RBI LVL RSI LVL RBJ Sawn RB -4 LVL RBS LVL RSd Sawn LVL Sawn RBA Sawn RB -10 Sawn Sawn Floor Live Load (psf) 'o40 40 40 40 40 40 40 40 40 40 40 40 F-7- Load(pd7 52 52 52 52 52 52 52 52 52 52 52 52 SZ Rad Live Laad (p0 40!D 40 d04. 40 40 41 40 4040 40 40 Rod Talal Laad (,0 55 55 55 55115S 11 55 65 -Load (p.f) BEAM aR(Xl TI Ns 20 20 20 20 20 2G 20 20 20 20 20 20 20 -19M(p117 5.55 055 064 0 9.61 5.55 964 14 9.86 555 12.06 4 5.55 8 555 5.55 3 555 BEAM SUING Beam DeplM1(in) 9.25 9.35 9.5 9.5 935 9.5 9.5 935 11..8 935 912 9.25 935 am Wgihftm UNIFORM LOADING 3 3 3.5 ].5 3 3.5 J.5 J 3.5 3 3 1 3 Fbor Span(1) C 0 O 0 C 0 0 0 C 0 O 0 0 Roof Spao(R) 10 '1 30 3 30 3 8 30 40 4 10 8 1 w.. HeiCm(A) 5 5 o o o 0 0 0 0 5 2 D 0 Total Undorm Floor Load(p10 0 0 0 0 0 0 0 0 0 0 0 D 0 Total L. Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 mi Load (pif) 275 110 825 8 8 25 82 S 22 0 82 5 110 2]5 165 110 Total Live Raof Lastl II>IO 200 SO 800 60 000 SO, 1611 6- 500 80 200 120 BO Trial L -d WW Load ipil) 100 100 o 0 0 0 0 o 0 100 40 D 0 PARTIALLY UNIFORM LOADING a n1lNY UMfam Load 1 - - -- Root R 1Spwmd'ght (R) 0 0 0 28 - 0 od 28 - 0 - 0 0 0 - 0 0 0 IStar) Point OR) 0 G 0 4 0 0 0 0 0 0 0 0 0 1 End Print (ft) 0 o 0 6 0 2.5 0 0 0 0 0 0 0 1 TOWI PamaXy Unilonn Laad (P,o PaniaAy Jruform Load 2 0 0 ))0 0 TIO 0 C 0 0 C D 0 2SpanRlegM1t(fl) C 0 0 0 0 0 0 0 0 0 0 0 2 Stall Print (fl) 0 0 0 0 0 0 0 0 0 0 0 o 0 2E. Paint III)0 0 0 0 0 0 0 0 0 a 0 0 0 2 Total P.,C.-Y Uniform Load (PX) 0 0 0 0 C o C 0 0 0 0 o C _HY Ur d-Laad3 3S.. ght (fl) o 0 0 0 0 0 0 0 0 0 0 0 0 35mn Pomt(C) o 0 C 0 0 0 0 0 0 0 0 0 C 3 End'.. (R) 0 0 0 0 0 II 0 o 0 0 0 0 Td aNaNyu-Load(pX) POINT LOADS 0 C 0 C 0 0 0 0 0 C 0 0 0 1I --IF) 0 0 0 4 0 2.5 0 0 o 0 0 0 0 1 Total Load I%) 0 C 0 308 0 3080 t1 0 0 0 0 0 0 Pwm Load2 2Lacetlon(R) - I) - Io -- - 0 - - 2 Total Laad (lb) 0 0 0 0 o 0 0 0 0 C 0 0 0 0 0 0 0 Point Load 3 - _ - _ - _ - _ _ _ _ _ 3 L-.. (fl) 0 0 0 0 0 0 0 0 0 0 0 o 0 3 Total Load QE) o 0 0 0 0 o 0 0 0 0 0 0 0 TAPERED LOADS Tapered Laad S."' p -(fl) o C 0 0 0 2.5 0 0 0 0 0 0 0 Tapered Load "U' Pant (R) 0 0 0 4 0 4 o 0 0 0 0 0 C Tapered Load at $tan Ipll) 0 0 0 110 0 220 o 0 0 0 0 0 0 Tapered Load at End (ION) 0 1 0 220 0 165 0 G 0 0 0 0 0 REACTIONS 8 MOMENT Ouralbnlnrrease 1 1 1 1 LeR Reaatl Ori) 951 539 2504 19]5 1 20 )6 1 331) 1 160) 1 1681 1 SOOd 1 431 1 962 426 1 118 Rghl Reaction (lb) 539 2506 3353 20]E 243] 160] 1681 5004 431 962 426 116 ant Ob -RI 19189 674 595) 2595 54]8 562fi 1661 11260 431 1442 533 50 Max Shear Ob) 951 539 2506 3858 20)6 331) 180) 1661 SOOd 431 962 426 C„ 1.00 1.- 1.00 1.00 100 1.00 100 1.00 100 1.00 100 100 1.00 Cr Nea 1.10 21985 1.10 27.]5 1.GO 32'.25 I. 3311 1.10 1.00 1.00 110 1.00 t 10 1.10 1.10 t 10 lin') Mom -1.1 edial(ir) 198 250 2]75 189 3315 250 2505 2).75 193 41.58 489 27.75 198 2].)5 2].75 198 27.75 196 Madman Bantling St- (NFO) 33d 1fi9 856 1358 728 1249 1282 186121 Agowable 8-irg Stress (E -e) 990 990 2636 2686 990 2684 2664 950 2606 990 9- gg0 ggp AXowable Maned of C) 3529 3529 117]5 11- 3529 11775 11])5 3529 17882 3529 3529 3529 3529 MOMENT'S 2.97 534 3.14 1.98 1.38 3.15 2.09 2.12 1.58 $.19 2.45 6.62 6109 AN- Ia S6aar Sbeza(pai) I. 285 285 180 285 285 I. ISO 160 180 Maximum Shear Capacity( Ib) 3330 3330 8318 6318 3330 fi3IS 8313 3330 ]9(10 3330 3330 3330 3330 5 EAR FS 3.50 6.13 2.52 1.61 1.80 1.90 3.93 2.00 1.58 71 3.46 ].81 2802 Reamg Regaaetl 0)8 044 095 1.6> 1.]1 116 0fi1 1.3] 1.91 0.35 0.]9 C. 0.10 Ebstk Madd.. C,l) 1 600,000 1 2,000,000 2.-.000 1.800000 2 2,000,000 1,8-,000 2,000000 1,800000 1,660,000 Live Laad Defi-lin) 001 o.- 001 0.05 0.03 0.03 0.28 001 0.12 0.- 002 0.01 0. - Live Load DeOeadon Lmil 360 360 380 3611 360 360 380 360 350 380 360 360 360 All -1a Live Laad DNA -(b) 0.17 0.17 030 0.20 0.1] 017 047 0.13 0.30 0.13 020 0.1) 0.07 LIVE LOAD DEFLECTION FS 18.5] 48.N S.fi 1.08 8.19 523 1.67 12.09 2, 80.70 10.75 30.96 ]25.5] Total Load De8ec�on Qn) 002 0.01 C. 0.0) a.. 0.04 0.40 002 0.1] 0.- 003 0.01 0.- 1.1 Load DeM.-- AN-Id'Trial Load Dde-(m) 240 025 240 0.25 240 030 260 030 240 025 240 OTS 240 0.70 24o C. 240 045 240 010 24C C. 240 0.25 240 0.10 TOTAL LOAD DEFLECTION FS 14.66 25.85 8.10 1,11 8.71 S.fi) 135 I]Ao 2.65 50.49 10.08 32.87 753.51 SE -ON Sawn Sawn LVL u- LVL LVL Sean LVL Sawn sawn Sawn sawn (2)2X10. (2)zxiaa (2)91.• 12)E tn' (2)2- (2)91.• (2)91.• (2)2.- 12111719' (2)zx1a. R)2x1as (2)2x1a5 (z)zxm•. 15 Beams Wall Height (ft) Plan: Rockford 8 0 10 10 208 0 520 10 416 10 0 0 1040 0 0 Total Uniform Floor Load (plf) Date: 611412017 520 78 208 160 400 320 0 800 0 Total Live Floor Load (plf) Location: Base Plan 400 60 160 825 0 0 0 Total Uniform Roof Load (p8) LVL (2) 18" LVL (2114"" LVL (2) 14" Sawn (2) 2X10'. Sawn (2) 2X10'5 LVL (2) 9 VY2" LVL (2) 9112" Sawn (2) 2X10'S Sawn (2) 2X10'5 LVL (1) 14" Total Live Roof Load (plo r ::•. 1 200 87 sh",'. t.c5 S-- y3.: rA..f'--..::' 600 0 �..� Name 200 Ufb-1 Ufb-2 Ufb3 Ufb-4 Ufb-5 Ufb-6 Ufb-7 Ufb-8 Ufb 9 Ufb40 Grade LVL LVL LVL Sawn Sawn LVL LVL Sawn Sawn LVL LOADING PARAMETERS -- - -- 40 40 40 40 40 40 40 40 Floor Live Load (psi 0 40 40 52 52 52 52 52 52 52 Floor Total Load (ps1) 0 52 52 52 40 40 40 40 40 40 40 Roof Live Load (psf) 0 40 40 40 0 55 55 55 55 55 55 Roof Total Load (fist) 0 55 55 55 55 20 20 20 20 20 20 Wall Load (psf) 0 20 20 20 20 0 0 0 0 0 0 BEAM SPECIFICATIONS 0 0 2 Start Paint (ft) 8 0 0 0 6 4 3 3 Beam Span (ft) 0 16 8.5 10 3 3 5.55 8 9.64 9.64 5.55 5.55 7.11 Beam Weight (plf) 2 Total Partially Uniform Load (plf) 18.27 14.21 14.21 5.55 0 0 0 0 BEAM SIZING -- 18 14 14 9.25 9.25 9.5 9.5 9.25 9.25 14 Beam Depth (in) 0 0 0 0 3 3 3.5 3.5 3 3 1.75 Beam Width/N/eight 0 3.5 3.5 3.5 0 0 0 0 3 End Point (ft) 0 0 UNIFORM LOADING 0 0 0 0 0 8 20 16 0 40 0 Floor Span (ft) 0 0 20 3 8 POINT LOADS Point Load 1 Roof 0 0 0 Roof Span (ft) Roof 0 10 0 34 6 0 30 2 0 0 Wall Height (ft) t0 8 0 10 10 208 0 520 10 416 10 0 0 1040 0 0 Total Uniform Floor Load (plf) 0 520 78 208 160 400 320 0 800 0 Total Live Floor Load (plf) 0 400 60 160 825 0 0 0 Total Uniform Roof Load (p8) 0 275 0 935 165 0 0 0 0 Total Live Roof Load (plo 0 200 0 680 120 0 600 0 0 Total Uniform Wall Load (p10 200 160 0 200 200 0 200 200 PARTIALLY UNIFORM LOADING -- Roof -- -- Partially Uniform Load 1 Floor -- -- - -- 0 30 0 0 1 Span/Height(fl) 22 0 0 0 0 0 1 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 4 0 0 1 End Point (ft) 8 0 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 572 0 0 0 0 0 0 825 Partially Uniform Load 2 Roof -- - - - -- -- 0 0 0 2 Span/Height (ft) 4 0 0 0 0 0 0 0 0 2 Start Paint (ft) 8 0 0 0 0 0 0 0 0 0 2 End Point (ft) 16 0 0 0 0 0 0 0 D 0 2 Total Partially Uniform Load (plf) 110 0 D 0 0 0 0 0 Partially Uniform Load 3 -- - - - -- 0 0 0 3 Span/Height(ft) 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 a 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 POINT LOADS Point Load 1 Roof - Roof - -- Roof -- Roof --- -- 1 Location (ft) 8 0 2 0 0 5 0 1 2437 0 0 0 0 1 Total Load (lb) 4966 0 4119 0 0 3080 0 Pant Load 2 -- - Roof - - -- - 0 -- 0 -- 0 0 2 Location (ft) 0 0 2 0 0 0 2 Total Load (M7) 0 0 1512.5 0 0 0 0 0 0 0 Point Load 3 -- - - - -- 0 -- 0 - 0 0 0 0 3 Location (ft) 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS 0 0 0 0 0 Tapered Load Starting Point (ft) Tapered Load Ending Point (ft) 0 0 0 a 0 0 0 0 0 0 5 0 0 0 0 Tapered Load at Start (pit) 0 0 0 0 0 55 0 0 0 0 Tapered Load al End (pll) 0 0 0 0 0 220 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 Left Reaction (1b) 7881 4119 4966 2023 868 3703 4352 3167 1568 11 Right Reaction(Ib) 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(Ib) 7881 4119 4966 2023 868 4301 4352 3167 1568 11 C, 1.D0 1.00 1.00 1.00 1.00 1.130 1.00 1.00 1.00 1.00 C, 1.00 1.00 1.00 1.10 1.10 1.00 1.00 1.10 1.10 1.00 Area (in') 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 (Ib -ft) 2398 919 994 426 183 2446 1488 863 330 2 Allowable Bending Stress (Ib -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 20A7 61A2 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 917929 SELECTION LVL LVL LVL Sawn Sawn LVL LVL Sawn Sawn LVL (2) 18' (2) 14- (2) 14" (2) 2X10'. (2) 2X1 O's (2)91/2- (2) 9112' (2) 2X10's (2) 2X10's (1) 14- 16 Beams (2) Plan: Rockford Date: 6/14/2017 Location: Base Plan Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 16" LVL (3) 14" Sawn (2) 2X8's LVL (2) 9 112" LVL (1) 11718" .. . ,•il 2.02 Moment: 1.1 Moment 1.55 LL Deflection Lf 000 Name UFB-11 UFB-14 UFS -15 UFB-16 UFB47 MFB-1 MFB-2 MF" Grade Sawn Sawn Sawn LVL LVL Sawn LVL LVL LOADING PARAMETERS 560 60 60 60 320 320 400 0 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 0 0 0 24 0 0 0 0 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 0 0 0 660 0 0 0 0 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 0 0 0 0 0 0 0 0 Floor Span (R) Roof Span (ft) Wall Height (ft) 28 0 0 3 24 10 3 10 10 3 0 8 16 30 8 16 0 0 20 0 0 0 0 0 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 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 8 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 660 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 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 POINT LOADS Point Load 1 ---- --- -- Roof -- 1 Location (ft) 0 0 0 8 0 0 0 0 1 Total Load (lb) 0 0 0 8470 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 (Ib) 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 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 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 Left Reaction (lb) 1650 1887 1396 9792 8178 631 251630 Right Reaction (11b) 1650 1887 1396 7893 8178 631 2516 30 Max Moment (Ib -ft) 1856 1887 1745 48823 23511 473 5974 75 Max Shear (lb) 1650 1887 1396 9792 8178 631 2516 30 C" 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 C, 1.10 1.10 1.10 1.00 1.00 1.20 1.00 1.00 Area (ins) 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 (Ib -ft) 521 529 490 2616 1645 216 1362 22 Allowable Bending Stress (Ib -ft) 990 990 990 2875 2546 1080 2684 2604 Allowable Moment (Ib -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)91/2' (i) 11 7/8" 17 Beams (3) Plan: Rockford Date: 6/14/2017 Location: Base Plan MATERIAL PROPERTIES: (4)2.4 Location: --- --- COLUMN DIMENSIONS: 1,600,000 1,300,000 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (fty. 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 int: 21.00 24.75 Axial Load: 8,603 10 MATERIAL PROPERTIES: F� 1,350 1,350 E 1,600,000 1,300,000 Emco 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 Fac 462 809 Allowable Load 9,694 20,013 18 Posts Plan: Rockford Date: 6/14/2017 Location: Base Plan FS: 1.38 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 (ft) 6.53 Area Provided (ft) 1 9.00 36" Square by 10" Deep Concrete Footing with (4) 44 Bars Each Wav 19 Spot Footings