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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00106 - 2204 Summerfield Ln - New SFR2/21/2019 Structural Design (801) 876-3501 Structural Calculations Huntington SF6B11 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 2/21/19 2/21/2019 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Huntington Location: SF6B11 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): 40 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 40 Floor Dead Load (psf): 10 Seismic Design Category: D Wind Speed: 115 mph for Exposure C Material Properties: Concrete (fc'):3000 psi (foundation) to 4000 psi (suspended slab) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & stable granular based, 1500 psf bearing capacity, granular based Backfill: KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Dimensional Lumber: Doug Fir #2 or better Steel: ASTM Grade 50 1. 2. 3. 4. 5. 6. 7. 8. 9. Provide solid blocking through structure down to footing for all load paths 10. 11. 12. 13. 14. 15. 16. 17. Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefrab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of “Registered Design Professional in Responsible Charge” on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. If discrepancies are found, the more stringent specification shall be followed. All 2-ply and 3-ply beams and headers to be nailed using 16d two rows @ 12" O.C. 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. Plan:Huntington Date:4/12/2017 Location:SF6B11 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.03 FS: 1.01 FS: 3.65 FS: 3.65 FS: 2.42 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) 37 40 4 4 0 Floor Span (ft) 37 36 4 4 17 Wall Height (ft) 10 10 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.14 2.20 0.41 0.41 0.63 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) 2.42 2.48 0.69 0.69 0.83 Soil Load (ksf) 1.45 1.49 0.41 0.41 0.62 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 Plan: HuntingtonDate: 4/12/2017 Location: SF6B11 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 49.25 42.355 ---15 8 32,283 11,995 44,279 Floor Live Load (psf): 40 Floor 2 36.26 39 8 10 23,355 28,484 51,839 Floor Dead Load (psf): 10 Floor 1 49.25 42 9 10 9,980 20,153 30,133 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf)75 HX (ft) WX (kip) HX x WX % Force Total Shear (kip)FX VX Suspended Slab Live Load (psf): 60 Roof 23.50 44.28 1,041 65% 8.68 8.68 8.68 Floor 2 10.00 51.84 570 35% 13.44 4.76 13.44 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 13.44 0.00 8.68 Roof Slope (x/12):6 TOTALS 0.01 96.12 1,611 13,443 --- ---13.44 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.00 R: 6.5 SS:1.500 SMS:1.500 SDS:0.999 CS:0.154 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.140 SHEAR DISTRIBUTION Base Shear Force lb:13,443 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:7,250 Roof Lateral Force lb:6,193 Diaphragm Loading (plf): 72 Diaphragm FS 3.19 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION Plan:Huntington Date:4/12/2017 Location:SF6B11 seismic wind total left/right front/back SW-1 240 336 2nd Floor 8.7 kips 6.9 7.4 SW-1 350 490 1st Floor 4.8 kips 8.2 6.8 SW-2 450 630 Basement 0.0 kips 4.6 3.9 SW-3 585 819 Location Flex Bed 4 Bed 3 Back Side Left Side Right Side Front side 2 Car 3rd Car Back Side 3rd Car Left Side Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Left side Floor 2 22222111111 Lines up w/ none none none none none none second floor second floor none second floor none second floor Width 15.5 11.5 10.5 38 36 36 15 22 12 38 12 36 Depth 37 39.5 37 36 38 38 37 42 24 20 24 38 Area (sqft) 286.75 227.125 194.25 696 696 696 373.5 462 144 906 144 1020 Force (lb) 1774 1405 1202 4306 4306 4306 852 1054 329 2067 329 2327 Adj. Force 1773 1405 1201 4305 4342 4342 876 1083 338 2124 338 2379 % of floor 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Flr. Diaphragm 426 338 289 1035 1044 1044 210 260 81 511 81 572 Transfered Forces 000000000000 Forces from Upper 0 000001773 2606 0 4305 0 4342 Total Seismic 1773 1405 1201 4305 4342 4342 2649 3689 338 6429 338 6722 Wind (lb) 1507 1194 1021 3658 3419 3419 1221 1511 471 2962 471 3993 Adj. Force 1507 1193 1021 3657 3448 3448 1255 1553 484 3045 484 4083 % of total 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Total Wind 1507 1193 1021 3657 3448 3448 2762 3766 484 6701 484 7531 Shear Wall FTW FTW FTW 23 13.5 14.5 FTW 7 Portal 20.5 12 21.5 Aspect Ratio 0.99 1 1 1.00 Frame 0.93 1 0.96 PSW Adj. Co 0.74 1 1 1 0.79 1 0.83 Seis Load (plf) 187 322 299 527 314 28 313 Wind Load (plf) 159.0 255.4 237.8 538.1 326.9 40.3 350.3 Shear Wall SW-1 SW-1 SW-1 SW-3 SW-2 SW-1 SW-2 Uplift % Force on pier 50% 50% 50% 100% 100% 100% 100% 50% 100% 44% 100% 100% Wall Length (ft) 3 2.75 2.25 38 13.5 14.5 12.25 3.5 12 16 12 17 Wall Height (ft) 8 88888979999 Floor Span (ft) 0 0000036001804 Roof Span (ft) 40 4 6 37 4 4 42 6 40 37 37 4 Wall Load (plf) 160 160 160 160 160 160 180 140 180 180 180 480 Total DL (plf) 276 114 123 262.5 114 114 405 111 288 328.5 274.5 318 Seis.Uplift (lbs)- - - 0 1804 1569 - 3495 - 0 0 1031 Wind Uplift (lbs)- - - 0 1273 1076 - 3572 - 0 0 1547 MSTC40 MSTC40 MSTC40 CS16X48" CS16X48" STHD10 STHD14 STHD14 Location Kitchen 3rd Car AAAAAAAAAA Right side Right sideFront/Back mi Front side Front side Front side Front side Front side Front side Front side Front side Front side Floor 1 11111111111 Lines up w/ second floor second floor none none none none none none none none none none Width 14240000000000 Depth 38500000000000 Area (sqft) 266 754 0000000000 Force (lb) 607 1720 0000000000 Adj. Force 621 1759 0000000000 % of floor 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Flr. Diaphragm 149 423 0000000000 Transfered Forces 000000000000 Forces from Upper 1447 2895 0000000000 Total Seismic 2068 4654 0000000000 Wind (lb) 1041 2952 0000000000 Adj. Force 1065 3018 0000000000 % of total 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 2214 5317 0000000000 Shear Wall 14 24 13 10 10 10 10 10 10 10 10 10 Aspect Ratio 1 11111111111 PSW Adj. Co 1 1 0.65 111111111 Seis Load (plf) 148 194 0000000000 Wind Load (plf) 158.1 221.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 14 24 0000000000 Wall Height (ft) 9 99999999999 Floor Span (ft) 4 4 37 36 36 36 36 36 36 36 36 36 Roof Span (ft) 4 4 37 40 40 40 40 40 40 40 40 40 Wall Load (plf) 340 340 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 234 234 385.5 396 396 396 396 396 396 396 396 396 Seis.Uplift (lbs)00---------- Wind Uplift (lbs)00---------- Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) Plan: Huntington Date: 4/12/2017 Location: SF6B11 LOAD PARAMETERS Seismic Load (lb): 2,649 Wind Load (lb): 2,762 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 1.20 Wind FS 1.61 ASPECT RATIO Left Aspect Ratio: 100%12.25 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Corner Seismic: 1285 Load #1 180 Uniform Seismic: 1285 Tie-Down: LSTHD8/RJ Wind: 1368 Load #2 0 0 Wind: 1368 Tie-Down Seismic FS 1.52 Load #3 0 0 Tie-Down Wind FS 1.70 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.12 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 1.73 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 1,420 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 291 Studs: 2x4 Studs F'T (psi)920 Stud FS: 3.16 ------------------> 107 PASS 487 PASS -7 PASS 424 PASS 424 PASS 107 PASS 487 FORCE TRANSFER WALL DESIGN Dead Load Resistance 2.75 6 3.5 Front Side- 1st floor 1460 lb FORCE TRANSFER WALL All Units lb/ft unless specified 1460 lb PASS -7 PASS <---------------------- 2 5 2<-- - - - - - - - - - - f e e t t a l l - - - - - - - - > Plan: Huntington Date: 4/12/2017 Location: SF6B11 LOAD PARAMETERS Seismic Load (lb): 1,773 Wind Load (lb): 1,507 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.01 Wind FS 1.66 ASPECT RATIO Left Aspect Ratio: 100%11.5 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 0 Load #1 450 Uniform Seismic: 0 Tie-Down: CS16 Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 1.64 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 2.53 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 972 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 199 Studs: 2x4 Studs F'T (psi)920 Stud FS: 4.62 Flex second floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 94 347 25 PASS PASS PASS 5 All Units lb/ft unless specified322 322 <-- - - - - - - - - - - PASS PASS 1041 lb 1041 lb 2 94 347 25 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.5 6 3 <----------------------------------------> Plan: Huntington Date: 4/12/2017 Location: SF6B11 LOAD PARAMETERS Seismic Load (lb): 1,405 Wind Load (lb): 1,193 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.33 Wind FS 2.19 ASPECT RATIO Left Aspect Ratio: 100%12 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Interfloor Seismic: 406 Load #1 180 Uniform Seismic: 406 Tie-Down: CS16 Wind: 247 Load #2 0 0 Wind: 247 Tie-Down Seismic FS 4.20 Load #3 0 0 Tie-Down Wind FS 6.90 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.16 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 3.33 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 737 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 151 Studs: 2x4 Studs F'T (psi)920 Stud FS: 6.08 Bed 4 Second Floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 29 263 29 PASS PASS PASS 5 All Units lb/ft unless specified234 234 <-- - - - - - - - - - - PASS PASS 790 lb 790 lb 2 29 263 29 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 363 <----------------------------------------> Plan: Huntington Date: 4/12/2017 Location: SF6B11 LOAD PARAMETERS Seismic Load (lb): 1,201 Wind Load (lb): 1,021 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 9 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.18 Wind FS 2.16 ASPECT RATIO Left Aspect Ratio: 90%10.5 Right Aspect Ratio: 90% 1 CONNECTORS 1 Load Reaction Location Force-Transfer Wall Location: Corner Seismic: 0 Load #1 450 Uniform Seismic: 0 Tie-Down: LSTHD8/RJ Wind: 0 Load #2 0 0 Wind: 0 Tie-Down Seismic FS Not Needed Load #3 0 0 Tie-Down Wind FS Not Needed Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.21 Bolt Diameter (in): 1/2 PASS Bolt Spacing (in o.c.): 32 Bolt Capacity (plf): 390 Shear Wall: SW-1 --- 4" Edge Nailing and 12" Field Nailing Bolt FS 3.41 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 721 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 148 Studs: 2x4 Studs F'T (psi)920 Stud FS: 6.22 Bed 3 Second Floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 76 257 76 PASS PASS PASS 5 All Units lb/ft unless specified267 267 <-- - - - - - - - - - - PASS PASS 772 lb 772 lb 2 76 257 76 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.25 6 2.25 <----------------------------------------> Plan:Huntington Date:4/12/2017 Location:SF6B11 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 1.07 L/B main floor 0.86 Roof Height 9.00 Mean roof Height 23.5 Truss Span 36 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 38 Lower roof Slope 5 /12 Lower roof Angle (deg) 22.60 Sine = 0.3843 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.9 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 16.8 Windward 10.6 Left 8.9 Leeward 6.2 Right 8.9 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (psf) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -8.9 -11.1 Load Case 2 7.0 -5.3 Lower Roof (psf) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.00 37.00 333.0 4095 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 7.9 37 50 13 102.9 1154.7 (height) (height) (height)Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 50 514.9 500 5216.8 333 3520.5 Leeward 50 319.5 500 3205.7 333 2079.8 2nd Floor Diaphragm Shear Total Shear (lbs) 6895 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 15061 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 19690 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 20107 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 34.7 16.85 17.28 Low roof (per truss) 4.6 87.72 117.32 Lateral (lbs)H1 H2.5 Roof (per truss) 2.9 269.08 140.54 Low roof (per truss) 0.6 1418.08 740.66 Factors of Safety Exposure Adj. Factor Plan:Huntington Date:4/12/2017 Location:SF6B11 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 0.94 L/B main floor 1.16 Roof Height 9.00 Mean roof Height 24.5 Truss Span 36 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 38 Lower roof Slope 5 /12 Lower roof Angle (deg) 22.60 Sine = 0.3843 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 28.2 Table 27.6-1 Upper floor, po 27.5 Table 27.6-1 Main floor, ph 27.5 Main floor, po 27.4 Basement floor, ph 27.4 Basement floor, po 27.0 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 8.6 Leeward 6.0 Right 8.6 Basement Floor (psf) Net Pressure 16.3 Windward 10.4 Left 8.6 Leeward 6.0 Right 8.6 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -8.9 -11.2 Load Case 2 7.1 -5.3 Lower Roof (psf) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.00 39.50 355.5 4408 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft2) Horizontal Force (lbs) 7.9 40 43 4 27.708333 310.9 (height) (height) (height)Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 43 445.5 430 4511.6 356 3653.3 Leeward 43 255.9 430 2567.9 356 2285.7 2nd Floor Diaphragm Shear Total Shear (lbs) 7377 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 14198 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 18088 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 18439 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 37.9 15.45 15.85 Low roof (per truss) 4.6 87.72 117.32 Lateral (lbs)H1 H2.5 Roof (per truss) 111.6 7.03 3.67 Low roof (per truss) 7.2 108.58 56.71 Factors of Safety Exposure Adj. Factor Plan: Huntington Date: 4/12/2017 Location: SF6B11 PASS PASS PASS PASS Moment: 1.14 Moment: 1.17 LL Deflection: 1.14 LL Deflection: 1.17 JOIST SPECIFICATION Boise Cascade Truss Joists Boise Cascade Truss Joists Joist Type: BCI TJI BCI TJI Joist Series: 6000 210 6000 210 Joist Depth (ft): 14 14 11.88 11.88 Joist Span (ft): 21 21 19 19 Joist Spacing (in): 16 16 16 16 LOAD PARAMETERS Floor Dead Load 10 10 10 10 Floor Live Load 40 40 40 40 Total Floor Load 50 50 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 1 1 Joist Weight (plf) 2.7 3.1 2.5 2.8 Joist Loading (plf) 69 70 69 69 Max Reaction (lb) 728 733 657 660 Max Moment (ft-lb) 3824 3846 3121 3135 JOIST DETERMINATION Max Moment 100% (ft-lb) 4350 4490 3670 3795 Moment FS 1.14 1.17 1.18 1.21 Max Shear 100% (lb) 1925 1945 1675 1655 Shear FS 2.64 2.66 2.55 2.51 Bearing Required (in) 2.00 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 360 Live Load Deflection (in) 0.57 0.55 0.56 0.54 Allowable Live Load Deflection (in) 0.70 0.70 0.63 0.63 LL Deflection FS 1.23 1.27 1.14 1.17 Total Load Deflection Limit 240 240 240 240 Total Load Deflection (in) 0.74 0.72 0.72 0.70 Allowable Total Load Deflection (in) 1.05 1.05 0.95 0.95 TL Deflection FS 1.42 1.46 1.32 1.35 1 3/4" Allowable Reaction (lb) 1175 1005 1175 1005 3 1/2" Allowable Reaction (lb) 1525 1460 1425 1460 SELECTION 14" BCI 6000 @ 16" O.C. 14" TJI 210 @ 16" O.C. 11 7/8" BCI 6000 @ 16" O.C. 11 7/8" TJI 210 @ 16" O.C. Plan: Huntington Date: 4/12/2017 Location: SF6B11 Beam Page 3 RB-1 LVL (2) 11 7/8" 2.0E 2600 Fb RB-11 Sawn (2) 2X10's DF #2 FB-4 Sawn (2) 2X10's DF #2 RB-2 Sawn (2) 2X10's DF #2 RB-12 Sawn (2) 2X10's DF #2 FB-5 Sawn (2) 2X10's DF #2 RB-3 Sawn (2) 2X10's DF #2 RB-13 Sawn (2) 2X10's DF #2 FB-6 LVL (2) 9 1/2" 2.0E 2600 Fb RB-4 Sawn (2) 2X10's DF #2 RB-14 Sawn (2) 2X10's DF #2 FB-7 LVL (2) 9 1/2" 2.0E 2600 Fb RB-5 Sawn (2) 2X10's DF #2 RB-15 Sawn (2) 2X10's DF #2 FB-8 LVL (2) 9 1/2" 2.0E 2600 Fb RB-6 Sawn (2) 2X10's DF #2 RB-16 Sawn (2) 2X10's DF #2 FB-9 LVL (2) 11 7/8" 2.0E 2600 Fb RB-7 Sawn (2) 2X10's DF #2 RB-17 LVL (2) 11 7/8" 2.0E 2600 Fb FB-10LVL (1) 14" 2.0E 2600 Fb RB-8 LVL (2) 9 1/2" 2.0E 2600 Fb RB-18 LVL (2) 9 1/2" 2.0E 2600 Fb FB-11LVL (2) 14" 2.0E 2600 Fb RB-9 LVL (2) 9 1/2" 2.0E 2600 Fb RB-19 Sawn (2) 2X10's DF #2 FB-12Sawn (2) 2X10's DF #2 RB-10 LVL (2) 9 1/2" 2.0E 2600 Fb RB-20 LVL (2) 9 1/2" 2.0E 2600 Fb FB-1 GLB 6 3/4" x 19.524F-V4 FB-2 Sawn (2) 2X10's DF #2 FB-13 Sawn (2) 2X10's DF #2 FB-14 Sawn (2) 2X10's DF #2 FB-15 Sawn (2) 2X10's DF #2 FB-17 LVL (3) 14" 2.0E 2600 Fb MFB-1 LSL (2) 9 1/2" 1.55 E 2325 Fb MFB-2 Sawn (2) 2X8's DF #2 MFB-3 Sawn (2) 2X8's DF #2 MFB-4 LVL (2) 11 7/8" 2.0E 2600 Fb Beam Page 1 Beam Page 2 Beam Page 4 Plan:Huntington Date:4/12/2017 Location:SF6B11 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" LVL (2) 9 1/2" TL Deflection: L/516 Moment: 1.25 Shear: 2.09 Moment: 4.01 Moment: 3.64 Shear: 5.63 Shear: 9.67 Shear: 1.91 Shear: 2.29 Shear: 1.91NameRB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10GradeLVL Sawn Sawn Sawn Sawn Sawn Sawn LVL LVL 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) 50 50 50 50 50 50 50 50 50 50 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)161036642.5656 Beam Weight (plf) 12.06 5.55 5.55 5.55 5.55 5.55 5.55 9.64 9.64 9.64 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.5 9.5 9.5 Beam Width/Weight 3.53333333.53.53.5 UNIFORM LOADING Floor Span (ft)0000000000 Roof Span (ft) 7 8 37 4444393939 Wall Height (ft)2024598111 Total Uniform Floor Load (plf)0000000000 Total Live Floor Load (plf)0000000000 Total Uniform Roof Load (plf) 192.5 220 1017.5 110 110 110 110 1072.5 1072.5 1072.5 Total Live Roof Load (plf) 140 160 740 80 80 80 80 780 780 780 Total Uniform Wall Load (plf) 40 0 40 80 100 180 160 20 20 20 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft)0000000000 1 Start Point (ft)0000000000 1 End Point (ft)0000000000 1 Totally Partially Uniform Load (plf)0000000000 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft)0000000000 2 Start Point (ft)0000000000 2 End Point (ft)0000000000 2 Total Partially Uniform Load (plf)0000000000 2 Total Live Partially Uniform Load (p 0000000000 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 3 Total Live Partially Uniform Load (p 0000000000 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Location (ft)0000000000 1 Total Load (lb)0000000000 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft)0000000000 2 Total Load (lb)0000000000 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)0000000000 Tapered Load at Start (plf)0000000000 Tapered Load at End (plf)0000000000 REACTIONS & MOMENT Duration Increase 1111111111 Left Reaction (lb) 1956 1128 1595 587 647 591 344 3306 2755 3306 Right Reaction (lb) 1956 1128 1595 587 647 591 344 3306 2755 3306 Max Moment (lb-ft) 7826 2819 1196 880 970 591 215 4960 3444 4960 Max Shear (lb) 1956 1128 1595 587 647 591 344 3306 2755 3306 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 Area (in2)41.58 27.75 27.75 27.75 27.75 27.75 27.75 33.25 33.25 33.25 Moment of Inertia I (in4)489 198 198 198 198 198 198 250 250 250 Maximum Bending Stress (lb-ft) 1141 791 335 247 272 166 60 1130 785 1130 Allowable Bending Stress (lb-ft) 2604 990 990 990 990 990 990 2684 2684 2684 Allowable Moment (lb-ft) 17862 3529 3529 3529 3529 3529 3529 11775 11775 11775 MOMENT FS 2.28 1.25 2.95 4.01 3.64 5.97 16.42 2.37 3.42 2.37 Allowable Shear Stress (psi) 285 180 180 180 180 180 180 285 285 285 Maximum Shear Capacity (lb) 7900 3330 3330 3330 3330 3330 3330 6318 6318 6318 SHEAR FS 4.04 2.95 2.09 5.68 5.15 5.63 9.67 1.91 2.29 1.91 Bearing Required 0.75 0.93 1.31 0.48 0.53 0.49 0.28 1.26 1.05 1.26 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in) 0.21 0.11 0.00 0.01 0.01 0.00 0.00 0.05 0.02 0.05 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.33 0.10 0.20 0.20 0.13 0.08 0.20 0.17 0.20 LIVE LOAD DEFLECTION FS 2.50 2.90 23.24 26.87 26.87 90.70 372.21 4.35 7.52 4.35 Total Load Deflection (in) 0.37 0.16 0.01 0.02 0.02 0.01 0.00 0.06 0.03 0.06 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.50 0.15 0.30 0.30 0.20 0.13 0.30 0.25 0.30 TOTAL LOAD DEFLECTION FS 2.15 3.09 24.27 16.49 14.96 36.82 162.09 4.62 7.99 4.62 SELECTION LVL Sawn Sawn Sawn Sawn Sawn Sawn LVL LVL LVL (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 9 1/2" Plan: Huntington Date: 4/12/2017 Location: SF6B11 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 11 7/8" LVL (2) 9 1/2" Sawn (2) 2X10's LVL (2) 9 1/2" GLB 6 3/4" x 19.5" Sawn (2) 2X10'sShear: 1.52 Moment: 4.47 Shear: 8.87 Shear: 9.42 Shear: 5.63 Moment: 3.07 Shear: 1.59 LL Deflection: L/546 Shear: 9.48 LL Deflection: L/845 Moment: 1.64 Shear: 2.9NameRB-11 RB-12 RB-13 RB-14 RB-15 RB-16 RB-17 RB-18 RB-19 RB-20 FB-1 FB-2GradeSawn Sawn Sawn Sawn Sawn Sawn LVL LVL Sawn LVL GLB Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS POST PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40Floor Total Load (psf) 50 50 50 50 50 50 50 50 50 50 50 50 Roof Live Load (psf) 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 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 20 20BEAM SPECIFICATIONS Beam Span (ft)462346912412.5 22 3 Beam Weight (plf) 5.55 5.55 5.55 5.55 5.55 5.55 12.06 9.64 5.55 9.64 31.96 5.55 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.25 9.25 9.25 11.88 9.5 9.25 9.5 19.5 9.25 Beam Width/Weight 3333333.53.533.56.75 3 UNIFORM LOADING Floor Span (ft) 0 0 000000001819 Roof Span (ft) 39 4 12 4 4 4 39 14 4866 Wall Height (ft) 1 3 2697103086 Total Uniform Floor Load (plf) 0 0 00000000450475 Total Live Floor Load (plf) 0 0 00000000360380 Total Uniform Roof Load (plf) 1072.5 110 330 110 110 110 1072.5 385 110 220 165 165 Total Live Roof Load (plf) 780 80 240 80 80 80 780 280 80 160 120 120Total Uniform Wall Load (plf) 20 60 40 120 180 140 20 0 60 0 160 120 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Roof ----- 1 Span/Height (ft) 0 0 0000000040 1 Start Point (ft) 0 0 0000000000 1 End Point (ft) 0 0 00000000110 1 Totally Partially Uniform Load (plf) 0 0 000000001100Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0000000000 2 Start Point (ft) 0 0 0000000000 2 End Point (ft) 0 0 0000000000 2 Total Partially Uniform Load (plf) 0 0 0000000000 2 Total Live Partially Uniform Load (p 000000000000 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0000000000 3 Start Point (ft) 0 0 0000000000 3 End Point (ft) 0 0 0000000000 3 Total Partially Uniform Load (plf) 0 0 0000000000 3 Total Live Partially Uniform Load (p 000000000000 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0000000000 1 Total Load (lb) 0 0 0000000000 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0000000000 2 Total Load (lb) 0 0 0000000000 Point Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0000000000 3 Total Load (lb) 0 0 0000000000TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0000000000 Tapered Load Ending Point (ft) 0 0 0000000000 Tapered Load at Start (plf) 0 0 0000000000 Tapered Load at End (plf) 0 0 0000000000 REACTIONS & MOMENT - Duration Increase 1 1 1111111111Left Reaction (lb) 2196 527 376 353 591 767 4971 2368 351 1435 9784 1148Right Reaction (lb) 2196 527 376 353 591 767 4971 2368 351 1435 9179 1148 Max Moment (lb-ft) 2196 790 188 265 591 1150 11184 7104 351 4485 52198 861 Max Shear (lb) 2196 527 376 353 591 767 4971 2368 351 1435 9784 1148Cv1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Cf1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.10 1.00 1.00 1.10 Area (in2)27.75 27.75 27.75 27.75 27.75 27.75 41.58 33.25 27.75 33.25 131.63 27.75 Moment of Inertia I (in4)198 198 198 198 198 198 489 250 198 250 4171 198Maximum Bending Stress (lb-ft) 616 222 53 74 166 323 1630 1619 98 1022 1464 242 Allowable Bending Stress (lb-ft) 990 990 990 990 990 990 2604 2684 990 2684 2400 990 Allowable Moment (lb-ft) 3529 3529 3529 3529 3529 3529 17862 11775 3529 11775 85556 3529 MOMENT FS 1.61 4.47 18.80 13.32 5.97 3.07 1.60 1.66 10.05 2.63 1.64 4.10 Allowable Shear Stress (psi) 180 180 180 180 180 180 285 285 180 285 265 180 Maximum Shear Capacity (lb) 3330 3330 3330 3330 3330 3330 7900 6318 3330 6318 23254 3330 SHEAR FS 1.52 6.32 8.87 9.42 5.63 4.34 1.59 2.67 9.48 4.40 2.38 2.90Bearing Required 1.81 0.43 0.31 0.29 0.49 0.63 1.89 0.90 0.29 0.55 2.23 0.95 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 1,800,000 1,600,000 Live Load Deflection (in) 0.01 0.01 0.00 0.00 0.00 0.01 0.12 0.26 0.00 0.18 0.37 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.13 0.20 0.07 0.10 0.13 0.20 0.30 0.40 0.13 0.42 0.73 0.10 LIVE LOAD DEFLECTION FS 9.30 26.87 241.86 214.98 90.70 26.87 2.52 1.52 90.70 2.35 1.99 34.40 Total Load Deflection (in) 0.02 0.02 0.00 0.00 0.01 0.02 0.17 0.37 0.00 0.25 0.61 0.00Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.20 0.30 0.10 0.15 0.20 0.30 0.45 0.60 0.20 0.63 1.10 0.15 TOTAL LOAD DEFLECTION FS 9.91 18.37 231.84 109.52 36.82 12.62 2.67 1.61 62.00 2.45 1.80 33.70 SELECTION Sawn Sawn Sawn Sawn Sawn Sawn LVL LVL Sawn LVL GLB Sawn(2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 11 7/8" (2) 9 1/2" (2) 2X10's (2) 9 1/2" 6 3/4" x 19.5" (2) 2X10's Plan: Date: Location: 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" LVL (2) 9 1/2" LVL (2) 11 7/8" LVL (1) 14" LVL (2) 14" Sawn (2) 2X10's Shear: 2.21 Moment: 1.12 Shear: 1.3 Shear: 1.17 Shear: 2.25 Shear: 1.12 LL Deflection: L/639 Shear: 10.73 Shear: 3.29 Name FB-4 FB-5 FB-6 FB-7 FB-8 FB-9 FB-10 FB-11 FB-12 Grade Sawn Sawn LVL LVL LVL LVL LVL LVL Sawn LOADING PARAMETERS PASS PASS POST PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 50 50 50 50 50 50 50 50 50 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)3566681964 Beam Weight (plf) 5.55 5.55 9.64 9.64 9.64 12.06 7.11 14.21 5.55 BEAM SIZING Beam Depth (in)9.25 9.25 9.5 9.5 9.5 11.88 14 14 9.25 Beam Width/Weight 3 3 3.5 3.5 3.5 3.5 1.75 3.5 3 UNIFORM LOADING Floor Span (ft) 40 40 11 20 37 18 2 11 2 Roof Span (ft) 0 0 40 39 00004 Wall Height (ft) 0 0 12 11 050017 Total Uniform Floor Load (plf) 1000 1000 275 500 925 450 50 275 50 Total Live Floor Load (plf) 800 800 220 400 740 360 40 220 40 Total Uniform Roof Load (plf) 0 0 1100 1072.5 0000110 Total Live Roof Load (plf) 0 0 800 780 000080 Total Uniform Wall Load (plf) 0 0 240 220 0 100 0 0 340 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- Roof ----- ---------- 1 Span/Height (ft)0000039000 1 Start Point (ft)000004.5000 1 End Point (ft)000008000 1 Totally Partially Uniform Load (plf)000001072.5 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- Wall ----- ---------- 2 Span/Height (ft)000006000 2 Start Point (ft)000004.5000 2 End Point (ft)000008000 2 Total Partially Uniform Load (plf)00000120000 2 Total Live Partially Uniform Load (p 000000000 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft)000000000 3 Start Point (ft)000000000 3 End Point (ft)000000000 3 Total Partially Uniform Load (plf)000000000 3 Total Live Partially Uniform Load (p 000000000 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- Roof Floor ----- ----- 1 Location (ft)000004.51100 1 Total Load (lb)000002755 868 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft)000000000 2 Total Load (lb)000000000 Point Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft)000000000 3 Total Load (lb)000000000 TAPERED LOADS Tapered Load Starting Point (ft)000000000 Tapered Load Ending Point (ft)000000000 Tapered Load at Start (plf)000000000 Tapered Load at End (plf)000000000 REACTIONS & MOMENT - Duration Increase 111111111 Left Reaction (lb) 1508 2514 4874 5406 2804 4367 908 868 1011 Right Reaction (lb) 1508 2514 4874 5406 2804 7059 1045 868 1011 Max Moment (lb-ft) 1131 3142 7311 8110 4206 13822 6503 1301 1011 Max Shear (lb) 1508 2514 4874 5406 2804 7059 1045 868 1011 Cv 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 1.00 1.00 1.00 1.00 1.10 Area (in2)27.75 27.75 33.25 33.25 33.25 41.58 24.50 49.00 27.75 Moment of Inertia I (in4)198 198 250 250 250 489 400 800 198 Maximum Bending Stress (lb-ft) 317 881 1666 1848 959 2015 1365 137 284 Allowable Bending Stress (lb-ft) 990 990 2684 2684 2684 2604 2546 2546 990 Allowable Moment (lb-ft) 3529 3529 11775 11775 11775 17862 12129 24258 3529 MOMENT FS 3.12 1.12 1.61 1.45 2.80 1.29 1.87 18.64 3.49 Allowable Shear Stress (psi) 180 180 285 285 285 285 285 285 180 Maximum Shear Capacity (lb) 3330 3330 6318 6318 6318 7900 4655 9310 3330 SHEAR FS 2.21 1.32 1.30 1.17 2.25 1.12 4.46 10.73 3.29 Bearing Required 1.24 2.07 1.86 2.06 1.07 2.69 0.80 0.33 0.83 Elastic Modulus (psi) 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 1,600,000 Live Load Deflection (in) 0.00 0.04 0.06 0.07 0.04 0.10 0.36 0.00 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.10 0.17 0.20 0.20 0.20 0.27 0.63 0.20 0.13 LIVE LOAD DEFLECTION FS 21.50 4.64 3.33 2.88 4.59 2.63 1.77 49.41 60.46 Total Load Deflection (in) 0.01 0.05 0.10 0.11 0.06 0.15 0.47 0.01 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.15 0.25 0.30 0.30 0.30 0.40 0.95 0.30 0.20 TOTAL LOAD DEFLECTION FS 25.66 5.54 3.14 2.83 5.45 2.66 2.01 56.38 21.53 SELECTION Sawn Sawn LVL LVL LVL LVL LVL LVL Sawn (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 9 1/2" (2) 11 7/8" (1) 14" (2) 14" (2) 2X10's Plan:Huntington Date:4/12/2017 Location:SF6B11 PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 14" LSL (2) 9 1/2" Sawn (2) 2X8's Sawn (2) 2X8's LVL (2) 11 7/8" Shear: 4.39 Shear: 4.22 Moment: 2.53 Moment: 1.19 Shear: 2.94 Shear: 4.14 Moment: 1.5 Shear: 17.63 Name FB-13 FB-14 FB-15 FB-17 MFB-1 MFB-2 MFB-3 MFB-4 Grade Sawn Sawn Sawn LVL LSL Sawn Sawn 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) 50 50 50 50 50 50 50 50 Roof Live Load (psf) 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)3 3 5 12 5 2.5 5 8 Beam Weight (plf) 5.55 5.55 5.55 21.32 10.31 4.35 4.35 12.06 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 14 9.5 7.25 7.25 11.88 Beam Width/Weight 3 3 3 5.25 3.5 3 3 3.5 UNIFORM LOADING Floor Span (ft) 2 2 2 20 37 20 20 4 Roof Span (ft) 4 4 4 37 0000 Wall Height (ft) 17 18 14 80000 Total Uniform Floor Load (plf) 50 50 50 500 925 500 500 100 Total Live Floor Load (plf) 40 40 40 400 740 400 400 80 Total Uniform Roof Load (plf) 110 110 110 1017.5 0000 Total Live Roof Load (plf) 80 80 80 740 0000 Total Uniform Wall Load (plf) 340 360 280 160 0000 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft)00000000 1 Start Point (ft)00000000 1 End Point (ft)00000000 1 Totally Partially Uniform Load (plf)00000000 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 2 Total Live Partially Uniform Load (p 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 3 Total Live Partially Uniform Load (p 00000000 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- 1 Location (ft)00000000 1 Total Load (lb)00000000 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) 758 788 1114 10193 2338 630 1261 448 Right Reaction (lb) 758 788 1114 10193 2338 630 1261 448 Max Moment (lb-ft) 569 591 1392 30579 2923 393 1576 896 Max Shear (lb) 758 788 1114 10193 2338 630 1261 448 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 1.20 1.00 Area (in2)27.75 27.75 27.75 73.50 33.25 21.75 21.75 41.58 Moment of Inertia I (in4)198 198 198 1201 250 95 95 489 Maximum Bending Stress (lb-ft) 160 166 391 2140 666 180 720 131 Allowable Bending Stress (lb-ft) 990 990 990 2546 2376 1080 1080 2604 Allowable Moment (lb-ft) 3529 3529 3529 36387 10422 2365 2365 17862 MOMENT FS 6.21 5.97 2.53 1.19 3.57 6.01 1.50 19.93 Allowable Shear Stress (psi) 180 180 180 285 310 180 180 285 Maximum Shear Capacity (lb) 3330 3330 3330 13965 6872 2610 2610 7900 SHEAR FS 4.39 4.22 2.99 1.37 2.94 4.14 2.07 17.63 Bearing Required 0.62 0.65 0.92 2.59 0.84 0.52 1.04 0.17 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 1,550,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.00 0.00 0.01 0.22 0.03 0.00 0.04 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.10 0.10 0.17 0.40 0.17 0.08 0.17 0.27 LIVE LOAD DEFLECTION FS 143.32 143.32 30.96 1.79 6.15 35.84 4.47 35.03 Total Load Deflection (in) 0.00 0.00 0.02 0.33 0.03 0.00 0.05 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.15 0.15 0.25 0.60 0.25 0.13 0.25 0.40 TOTAL LOAD DEFLECTION FS 51.03 49.09 12.51 1.80 7.29 42.64 5.32 37.51 SELECTION Sawn Sawn Sawn LVL LSL Sawn Sawn LVL (2) 2X10's (2) 2X10's (2) 2X10's (3) 14" (2) 9 1/2" (2) 2X8's (2) 2X8's (2) 11 7/8" Plan:Huntington Date:4/12/2017 Location:SF6B11 PASS PASS 6x6 POST 6x6 POST FS: 7.61 FS: 7.99 RB-18 RB-2 --- --- COLUMN DIMENSIONS: Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 9 9 MATERIAL SPECS: Material: Doug Fir #2 Doug Fir #2 Depth-x (in): 5.5 5.5 Width-y (in): 5.5 5.5 # Members 1 1 Area (in2):30.25 30.25 Axial Load: 2,368 2,256 MATERIAL PROPERTIES: Fc 700 700 E 1,300,000 1,300,000 Emin 470,000 470,000 Lex/dx 19.64 19.64 Ley/dy 19.64 19.64 FACTORS: Cd 1 1 Cf 1.1 1.1 Ke 1 1 Fc* 770 770 Fce 1,002 1,002 Cp 0.77 0.77 F'c 596 596 Allowable Load 18,014 18,014 Location: Plan:Huntington Date:4/12/2017 Location:SF6B11 PASS PASS FS: 2.53 FS: 1.22 INPUT Location: Back Patio Garage spot Callout S-24 S-36 Load (lb)2,368 11,023 SPECS Soil Bearing Pressure (psf)1500 1500 Footing Width/Diameter (in)24 36 Footing Length/Diameter (in)24 36 Footing Depth (in)10 10 CALCULATIONS Area Required (ft2)1.58 7.35 Area Provided (ft2)4.00 9.00 SELECTION S-24 S-36 24" Square by 10" Deep Concrete Footing with (2) #4 Bars Each Way 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Way