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STRUCTUAL CALCULATIONS - 18-00297 - 2152 Summerfield Ln - New SFR
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York Engineering Structural Design (801) 876-3501 Structural Calculations Rockford SF2B11 Prepared For: I r MEW I' KA im i CHN E s L H 0 M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 5/30/2018 5/30/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Rockford Location: SF2B 11 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 (pso: 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. ^A16 Y[LEn'gineering k Table of Contents Snow Calculation Footings Seismic Shear FTW FTW (2) FTW (3) Wind (Left & Right Loading) Wind (Front & Back Loading) Joists Beam Schedule Beams Beams (2) Beams (3) Posts Spot Footings 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Plan: Rockford Date: 6/14/2017 Location: SF21311 LOCATION Back Front Left Right Interior FS; 1.31 FS: 2.47 FS: 2.47 FS: 1.51"; 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-16 Footings Plan: Rockford Date: 6/14/2017 Location: SF2B11 LOADING SUMMARY Roof Live Load (pat); 40 Roof DeadLoad (psf): 15 Floor Live Load (psf): 40 Floor Dead Load (psf): 12 Exterior Wall Dead Load (pst): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf 75 Suspended Slab Live Load (psf): 60 ASD Load Combination Factor: 0.70 SNOW LOAD PARAMETERS 0 080 Roof Slope (x/12); 6 Roof Pitch (0): 26.57 Total Roof Load (osfl: FS nn SEISMIC LOAD PARAMETERS Site Class: D Fa: 1.44 R: 6.5 Ss: 0.445 Sus: 0.643 Scs: 0.428 Cs: 0.066 Redundancy Factor, p : 1.30 ASD Load Combination Factor: 0.70 Factored Cs: 0 080 SHEAR DISTRIBUTION Base Shear Force Ib: 5,217 Floor 1 Lateral Force Ib: 0 Floor 2 Lateral Force Ib: 2,766 Roof Lateral Force Ib: 2,451 Roof 43.44 38.01 — 15 8 29,434 11,482 40,916 Floor2 33.12 39 8 12 20,019 26,143 46,162 Floor 1 43.44 38 9 12 in nag �a ion as moo Seismic SEISMIC FORCE DISTRIBUTION H. (tt) W. (kip) Hxx W. % Force Total Shear (kip) Fx Vx Roof 22.50 Floor 10.00 Floor 1 1.00 40.92 46.16 0.00 921 64% 3.36 508 36% 5.22 0 0% 5.22 3.36 1.85 0.00 3.36 5.22 5.22 TOTALS 6.00 87.08 1,428 5,217 5.P2 Seismic Plan: Rockford Family Garage Kitchen 3rd car Garage Left side Left side Right side Right side FrontlBack mid Date: 6/14/2017 1 1 1 1 Lines up w/ second floor second floor second floor none none Width Location: SF2B11 28 24 0 Depth 36 22 36 12 0 Area (sqft) 504 154 802 144 0 Force (lb) Shear Wall Allowable Loads (pif) 162 0 Adj. Force 583 178 927 Seismic (kips) Wind (kips) 31% seismic wind 9% 0% Mr. Diaphragm 164 50 261 total 0 left/right front/back 0 0 0 0 orces from Upper 1327 362 1673 2nd Floor 3.4 kips 5.8 6.8 SW -1 350 490 Wind (Ib) 2307 705 3670 659 1st Floor 1.9 kips 7.6 6.6 SW -2 450 630 31% 10% 50% 9% 0% Basement 0.0 kips 4.4 3.8 SW -3 585 819 14 20 8.67 17 Aspect Ratio Location Master Bed #2 Bed #3 Back Wall Master Bed 02 Right wall Entry Garage Back wall 3rd car 3rd car 39 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 42 22 24 24 Area (sqft) 196 237.93 213.4 635.25 504 137.5 635.25 266 462 638 144 144 Force (lb) 515 625 561 1669 1324 361 1669 299 519 717 162 162 Adj. Force 514 624 559 1665 1327 362 1673 298 518 715 161 161 %of floor 15% 19% 17% 50% 39% 11% 50% 16% 28% 39% 9% 9% Fir. Diaphragm 144 175 157 468 373 102 470 84 146 201 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 0 514 1183 1665 0 0 Total Seismic 514 624 559 1665 1327 362 1673 830 1732 2423 161 161 Wind (lb) 1038 1260 1130 3364 2276 621 2869 1068 1855 2561 578 578 Adj. Force 1036 1257 1128 3357 2281 622 2875 1066 1852 2557 577 577 % of total 15% 19% 17% 50% 39% 11% 50% 16% 28% 39% 9% 9% Total Wind 1036 1257 1128 3357 2281 622 2875 2102 4236 5914 577 577 Shear Wall 8 6 5.5 23.25 13 14 25 FTN/ 6 FTW Portal 12 Aspect Ratio 1 0.92 0.89 1 1 1 1 0.96 Frame 1 PSW Adj. Co 0.73 0.79 0.8 0.89 1 1 1 1 1 Seis Load (pig 64 104 102 72 102 26 67 289 13 Wind Load (pig 129.5 209.5 205.0 144.4 175.5 44.5 115.0 48.1 Shear Wall SW -1 SWA SW -1 SW -1 SW -1 SW -1 SW -1 SW -3 SW -11 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 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 (plf) 231 114 114 231 114 141 141 304.2 102 372.6 304.2 372.6 Seis.Uplift (lbs) 0 0 0 0 76 0 0 - 1868 - 0 Wind Uplift (lbs) 0 306 297 0 663 0 0 - 4790 - - 0 CS16X42" STHD14 Location Family Garage Kitchen 3rd car Garage Left side Left side Right side Right side FrontlBack mid Floor 1 1 1 1 1 Lines up w/ second floor second floor second floor none none Width 28 14 28 24 0 Depth 36 22 36 12 0 Area (sqft) 504 154 802 144 0 Force (lb) 566 173 901 162 0 Adj. Force 583 178 927 167 0 % of floor 31% 10% 50% 9% 0% Mr. Diaphragm 164 50 261 0 0 "ransfered Forces 0 0 0 0 0 orces from Upper 1327 362 1673 0 0 Total Seismic 1926 545 2626 167 0 Wind (Ib) 2307 705 3670 659 0 Adj. Force 2374 726 3778 678 0 % of total 31% 10% 50% 9% 0% Total Wind 4656 1348 6654 678 0 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 (pig 175 39 131 19 0 Wind Load (plf) JIM= 96.3 332.7 78.2 0.0 Shear Wall SW -1 SW -1 SW -1 SW4 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 (plf) 248.4 189 263.4 126 237.6 Seis.Uplift(Ibs) 210 0 0 0 0 Wind Uplift (lbs) 2443 0 360 158 0 7 Shear Plan: Rockford Date: 6/14/2017 Location: SF2B11 LOAD PARAMETERS Seismic Load (lb): 830 Wind Load (lb): 2,102 SHEAR WALL SELECTION Not Needed Shear Wall Callout: SW -3 Seismic Strength (Ib/ft): 585 Edge Nailing (in o.c.) 2 Field Nailing (in o.c.) 12 Seismic FS 2,98 Wind FS 1.65 ASPECT RATIO Left Aspect Ratio: 100 Right Aspect Ratio: 94 Force -Transfer Wall Location: Comer 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 Spacing (in o.c.): 32 Stress (psi): F'T (psi) Stud FS: Entry FORCE TRANSFER WALL -62 197 20 128 All Units Ib/ft unless specified 128 62 197 20 4.5 3 2 �--------------------- 9.5 ------------------> Dead Load Resistance Load San Location It Seismic: 0 Wall Load 340 Uniform Seismic: 0 Wind: 159 Floor 8 Uniform Wind: 159 Roof 34 Uniform Point Load 0 0 FORCE TRANSFER WALL DESIGN 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: SF2B11 LOAD PARAMETERS Not Needed Seismic Load (lb): 1,111 Wind Load (lb): 2,710 SHEAR WALL SELECTION Nails Shear Wall Callout: SW -2 Seismic Strength (Ib/ft): 450 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 2.97 Wind FS 1.70 ASPECT RATIO Left Aspect Ratio: 100 Right Aspect Ratio: C0NNFr.Tr1RC 100 I ie -Down Seismic FS Not Needed Tie -Down Wind FS Not Needed Window Strap: CS16 Window Strap Connector: Nails Strap FS 1,15 Boit Diameter (in): 1/2 Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Bolt FS 2,37 Stress (psi): 212 F4 (psi) 920 Stud FS: 4.37 Family FORCE TRANSFER WALL -30 151 112 131 All Units Ib/ft unless specified 131 -30 151 112 6 8 2.5 '-------------------- 16.5 --..--............> 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 9 FORCE TRANSFER WALL DESIGN Shear Wall: SW -2 --- 3" 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 FTW (2) Plan: Rockford Date: 6/14/2017 Location: SF2611 LOAD PARAMETERS Seismic Load (lb): 1,313 Wind Load (lb): 3,203 SHEAR WALL SELECTION 98 273 lb Shear Wall Callout: SW -2 Seismic Strength (lb/ft): 450 Edge Nailing (in o.c.) 3 Field Nailing (in o.c.) 12 Seismic FS 3.30 Wind FS 1,89 ASPECT RATIO Left Aspect Ratio: 100 Right Aspect Ratio: 100 CONNECTORS Force -Transfer Wall Location: Comer 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 2.56 Bolt Diameter (in): 1/2 Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Bolt FS 2.11 Stud Size: 2x4 Tension (lb): 1,164 Stress (psi): 239 F4 (psi) 920 Stud FS: A afi n 2 v m 4 v 3 Kitchen FORCE TRANSFER WALL -61 136 -53 98 All Units Ib/ft unless specified 98 273 lb -61 136 7-53 4 6 �_._'---------""'--- 17.33 ------- ---------> Dead Load Resistance Load San Location Seismic: 0 Wall Load 340 Unifonn Seismic: 0 Wind: 0 Floor 20 Uniform Wind: 0 Roof 30 Uniform Point Load 0 0 Shear Wall: SW -2 --3" 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 7 10 FTW (3) Plan: Rockford Date: &1412017 Location: SF2811 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 UB upper floor 1.17 UB 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, pn 27.6 Table 27.6-1 Upper floor, pe 28.1 Table 27.6-1 Main floor, ph 28.1 Main floor, pe 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 (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 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 (ft2) 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 tat floor 10 2nd floor 9 ft2 force (lbs) ft2 force (Itis) ft2 force (Ibs) 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 tat Floor Diaphragm Shear Total Shear (fibs) 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 (Ibs) H1 H2.5 Roof (per truss) 24.6 23.81 24.42 Low roof (per truss) 2.9 203.13 208.33 Lateral (Ibs) 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 Data: 6/14/2017 Location: SF2B11 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 IITable 1.5-1 Wind speed 115 Figure 26.5-1 A -B or C Exposure Category C Section 26.7 LB upper floor 0.86 LB 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, Pa 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 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 (ft2) 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 0 force (lbs) ft2 force (lbs) ft' force (lbs) Windward 42 434.9 420 4404.0 378 3893.3 Leeward 42 252.2 420 2530.4 378 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) 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 - - 12 Wind (Front and Back Loading) Plan: Rockford Date: 6/14/2017 Location: SF2B11 Moment: 1.31 JOIST SPECIFICATION Boise Cascade Moment: 1.12 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 -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 (Ib) 1175 1175 1175 3 1/2" Allowable Reaction (Ib) 1525 1525 1425 13 Joists Plan: Rockford Date: 6/14/2017 Location: SF2B11 Ufb-2 LVL (2) 14" 2.0E 2600 Fb Beam Page 1 RB -1 Sawn (2) 2X10's R13-2 Sawn (2) 2X10's RB -3 LVL (2) 9 1/2" RB -3 LVL (2) 9 1/2" R13-4 Sawn (2) 2X10's RB -4 LVL (2) 9 1/2" R13-5 LVL (2) 9 1/2" RB -6 Sawn (2) 2X10's RB -7 LVL (2) 11 7/8" R13-8 Sawn (2) 2X10's RB -9 Sawn (2) 2X10's RB -10 Sawn (2) 2X10'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 42 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 Plan: Date: Lor w: Ratldwd M-17 SF2B 11 wl gi-, pant load wl eller ppM batl Sawn (2) 2X10'. Sewn (2) 2X10', LVL (2) 9In" LVL (219112' •, Sawn (T) 2X10'. A ... LVL (2) 9 In' LVL (2) 9112" Sawn (2) 2X10'. LVL (2111 )M" Sawn (212X10'. Sawn 12) 2X10'a ,•:' Sawn (2) 2X10'. Sawn (212X10'. Name RBA RSS RBd .^,r•�-w'.i RS- 3 RBd RB -1 ..:. RBS .. RSd `il'.a: 1 .•.• RB -J ,R rr:: RBd .. RSA t� B- RB -10 RB -11 Baan Sawn LVL LVL Sawn LVL LVL Sawn LVL Sewn Sawn Sawn Sawn LOAD ING PARAMETERS LOAD Fbor U. Lmd(p.i) 40 40 40 40 d0 40 40 40 40 40 40 40 FloorT 1loatl(pap 52 52 52 52 52 52 52 52 52 52 1112 52 Roof Live -(pap Rmf Tdel Loetl Up n 40 55 b 55 55 !D 55 55 40 55 40 55 40 55 40 40 55 40 55 40 40 WaN LOa0 (psp ECIFICATIONS 20 20 20 20 20 20 20 20 20 20 20 20 20 Beam Span (e) -ght Fin 5.55 5 5.55 964 fi 9.6a 5 5,55 9.64 14 9.64 4 5.55I g 4 5.55 fi 5.55 5 5.55 2 5.55 BEAM SIZING Seam Deplh 11) 9.25 9,25 9.5 9.5 925 9.5 9.5 925 11.88 925 925 925 5 93 Seam NIdNAVegM UNIFORM LOADING 3 3 3.5 3.5 3 3.5 3.5 3 3.5 3 3 3 Floor Span (ttl 0 9 0 0 0 0 0 q 0 O 0 0 Rod Span (%) 10 4 30 3 30 3 B 30 40 4 f0 6 WaN Ha' ht fl1 6 5 p p q 0 0 0. 0 5 2 0 0 Taal UMorm Fbor Loatl (pp1 0 0 0 0 0 0 0 0 0 0 0 0 0 Trial Live Fbw Load (ptp TotdUMoml Rod Led(pin 0 275 0 110 0 825 0 62.5 0 825 82.5 0 0 825 0 if00 0 110 0 275 0 165 p 180 Trial _ -t -I (plp 200 80 Bpp 60 fio0 60 180 600 800 BO TIM 120 Total Umform Wa8 Load (pl) 100 100 0 0 0 0 0 0 0 100 40 0 0 PARTIALLY UNIFORM LOADING iaHy UnUomr Load 1 al5panlHeght(fl) - 0 - o1 - Roo! 28 - 0 Raaf 26 - 0 -- 1 - 0 _ 0 _ 0 _ 0 _- 0 1 Star) Pant (0) 0 0 0 4 0 0 0 0 0 0 0 0 0 1 End Fd. (ft) 0 D 0 8 0 25 11 0 0 0 0 0 11.1..., Uniform Loatl (In Patti`y UMoml Load 2 0 O 0 770 0 770 0 0 0 0 0 0 0 2 Span ,lght (ft) 25md Point (fl) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 End Pdnl (R) 0 0 0 0 0 0 0 p 0 0 0 p 0 2 Total P-ly UMfoml Il(p8) 0 0 0 0 0 0 0 D 0 0 0 0 0 P.. 1, Uniform L -d - - 3SpanMeigllt(%) 0 0 0 01 0 0 0 0 0 0 0 3 Staff Print (ft) 0 0 0 0 0 0 0 0 0 0 0 0 3 EM Pdnl (In 0 0 0 0 0 0 0 0 0 D d 0 0 21 Total PanlaNy Un9oml Load (pip POINT LOADS 0 0 0 0 0 0 0 0 0 0 0 0 0 Point Load1 1 Lora - 0 - - Roof - Roof - - - (%) 1 Trial Load Ob) loatl2 0 0 0 0 0 4 3080 0 0 3080 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ocatlan (fl) 0 0 0 0 0 0 0 0 0 0 0 0 0 2T-1 Load 96) 0 0 0 0 0 0 0 0 0 0 0 Pant Load 3 3 Lo `.in 0 0 0 0 0 0 0 0 0 0 0 0 3 Trial Load 9b) TAPEREDLGADS 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load Sterid, Point (fl) 0 0 0 0 0 0 ".,e Load Ending P6.1(%) 0 0 0 4 0 4 0 0 0 0 0 0 reveredLoad at sten (qp 0 0 0 t1q o zzo 0 0 0 0 0 0 0 Tapered Load at End (plp 0 0 0 220 0 185 0 0 0 0 0 0 0 REACTpN3 8 NOMENJ Oa2tlpnl-reese 1 1 1 1 1 Left Rea<Bon IIb7 951 539 2504 19]5 TO)fi 331] 180] 1 1861 5004 1 431 1 982 4Tfi 1 Rghl Readlon lb) 951 539 2504 3858 2076 243) 160] 1861 5004 431 982 426 116 enI(4fl) 1189 874 3]56 585) 2595 54)8 5526 1661 112130 431 1442 533 58 Max SM1ear(lb) 951 539 2504 3858 20]8 3317 160] 113131 5004 431 962 426 116 C, 100 1.00 100 100 1.00 100 1.00 100 1.00 1.00 1.00 C, 1.10 1.101.00 1.10 1.00 1.00 1.10 1.001.10 1.10 1.10 Area ow) 27.75 2].75 3325 33.25 27.75 33.25 33.25 27.]5 41.58 2].]5 2].75 2].]5 27.75 MomaM of Fria 10i) 198 198 250 250 190 250 250 190 489 191 198 198 190 reaa Oa61 9 6 Albwade Belling SV.ae (IM%) 990 990 2634 2884 990 2684 2881 990 2804 990 g90 990 AbwaNMoment (1")(1") 3529 3529 1 1115 3529 1115 11]]5 3529 t]B6T 3529 3529 3529 3529 MOMENT FB 297 5.243 .14 1.98 1.36 2115 2.09 2.12 1.59 8.19 2.45 13.132 61.09 na(p.i7 IM, 285 285 160 285 285 180 285 180 180 180 180 Merlmum Shear CapaGry Obl SNEAR FS 3330 ].50 3330 B.tB 6318 2S2 8318 1.84 3339 1.60 8318 1.90 6318 3330 ]900 3330 3330 3330 3330 Bearing Regdred 0.78 OA4 0.95 1.4] 1.]1 118 3,93 0.131 1.37 1.58 1.91 J.]2 0.35 0]9 7.11 0.35 21..2 0.10 Eb.ec_W."il I,800U00 1,600,000 2,COO,OW 2,000000 1.600,000 2,000,000 2,000,000 1,800,000 2,000,000 1.800,000 1,600,0110 1,fi00,G00 1,600,000 Livor Loetl Dell- On) 001 0.00 0.04 0.05 0.03 003 028 0.01 0.12 0.00 0.02 0.01 0.00 Live Load Deflectlon Lmit 3130 380 360 380 360 3130 360 360 360 380 360 360 360 Allowable Llva Load Delledlon (In) 0.17 0.17 020 0.20 0.1] 0.17 0.47 0.13 0.30 0.13 020 0.17 0.07 LIVE LOAD DEFLECTIO FS 1.37 IB.N 5.66 4.08 6.19 513 1.67 12.09 2,46 90.70 1075 30.96 Trial Load Defledl ") Om0.01 0.05 0.0] 0.01 OOd 0.40 002 0.17 000 003 0.01 000 Total Load De6edbn Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 Plowable Total Load Defledbn (n1 025 0.25 030 0.30 0.2 025 0.70 020 0.45 0.20 0.30 0.25 0.10 TOTAL LOAD DEFLECTION FS 14.134 25.65 13.10 441 6.]1 5.67 1.75 1].10 285 SOA. 10.06 >5]51 SELECTION Sawn Sawn LVL LVL $awn LVL LVL Sawn LVL Sawn Sewn Sewn Sawn (2)2X10'5 (212X10, (2)11 a- (2)9112' (2)2X10'a (21912' (2)91Z (2)2Xto•. (2)117/8' (2)2Xf0'a (z) 2x19. (2)2xlaa (2)2x19•. 15 Ta..ms PlanRockford Date: 6/14/2017 Location: SF2B11 LVL (2) 18" LVL (2) 14" LVL (2) 14" Sawn (2) 2X10'. Sawn (2) 2X70'. LVL (2) 9112" LVL (2) 9112' Sawn (2) 2X10's Sawn (2) 2X10's LVL (1) 14" Mrmant. 10, Sae,e- 2 2dV- 1 S' S ar'. 1.65 r S',c 334 M."ent I Sh., 1 95 y "- 1.'- . S17- 2.`- L.-," --.- Name Ufb-1 Ufb-2 Ufb-3 Ufb4 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 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 (pat) 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 6.5 10 3 3 8 6 4 3 3 Beam Weight (plf) 18.27 1421 14.21 5.55 5.55 9.64 9.64 5.55 5.55 7.11 BEAM SWING Beam Depth (in) 18 14 14 9.25 9.25 9.5 9.5 9.25 9.25 14 Beam WidthM/eight 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 (pit) 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 Uniforn 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 0 0 0 0 0 0 30 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 1 0 0 1 End Point (ft) 8 0 0 0 0 0 0 4 0 0 1 Total Partially Uniform Load (PI) 572 0 0 0 0 0 0 825 0 0 Partially Uniform Load 2 Roof -- - - - -- -- -- - 2 Span/Height (8) 4 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 8 0 0 0 0 0 0 0 0 0 2 End Point (ft) 16 0 0 0 0 0 0 0 0 0 2 Total Partially UnBorm Load (ph) 110 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 -- - - - -- -- .--- 3Span/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 POINT LOADS Point Load Roof - Roof - -- Roof -- Roof ---- -- 1 Location (ft) 8 0 2 0 0 5 0 1 0 0 1 Total Load (lb) 4966 0 4119 0 0 3080 0 2437 0 0 Point Load 2 -- - Roof - -- -- - - -- -- 2 Location (ft) 0 0 2 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 1512.5 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 (Ib) 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 5 0 0 0 0 Tapered Load at Start (pll) 0 0 0 0 0 55 0 0 0 0 Tapered Load at End (p 0 0 0 0 0 220 0 0 0 0 REACTIONS 6 MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 Left Reaction(Ib) 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 Db-ft) 37762 8752 9467 1517 651 10731 6528 3076 1176 8 Max Shear (I1s) 7881 4119 4966 2023 868 4301 4352 3167 1568 11 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.D0 1.00 1.00 1.00 G 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) 1701 800 800 198 198 250 250 198 198 400 Maximum Bending Stress th-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 (to) 11370 9310 9310 3330 3330 6318 6318 3330 3330 4655 SHEARFS 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 Dellectiom(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 61,12 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 LV- VL(2)18" (2)18' (2) 14' (2) 14' (2) 2X10's (2) 2X1 O's (2)91/2- (2) 91/2' (2) 2X10'. (2) 2X10'. (1) 14" 16 Beams (2) Plan: Rockford Date: 6/14/2017 Location: SF2B11 Sawn (2) 2X10'5 Sawn (2) 2X10'5 Sawn (2) 2X10'5 LVL (3) 16" LVL (3) 14" Sawn (2) 2X8's LVL (2) 9112" LVL (1) 11 718" Mcme,T `.9 Shear: 1J6 rdomem: 2.02 Moment: 1,1 Momeni 1.55 Shear: 4.11 Mc>ren::".97 LLD Name UFB-11 UFB-14 UFB-15 UFB-16 UFS -17 MFH -1 MFB-2 MFB-3 Grade Sawn Sawn Sawn LVL LVL Sawn LVL LVL LOADING PARAMETERS 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 8 8 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 (pit) 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 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) 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 C„ 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 (in) 27.75 27.75 27,75 84.00 73.50 21.75 33.25 20.79 Moment of Inertia I (in°) 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) 2X1 O's (2) 2X10's (3)16' (3) 14" (2) 2X8's (2)9112' (1) 11 7/8" 17 Beams (3) Plan: Rockford Date: 6/14/2017 Location: SF21311 MATERIAL PROPERTIES: (4) 2x4 Fc 1,350 1,350 Location: --- --- COLUMN DIMENSIONS: 580,000 470,000 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 0 0 MATERIAL SPECS: 1 1 Material: Doug Fir 42 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: Fc 1,350 1,350 E 1,600,000 1,300,000 Ems 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 18 Posts Plan: Rockford Date: 6/14/2017 Location: SF2B11 FS: 1.38 INPUT Location: Garage Spot Callous 5-36 Load (Ib) 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 (f?) 6.53 Area Provided (ftp) 9,00 SELECTION 5-36 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Wav 19 Spot Footings