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STRUCTURAL CALCS - 21-00261 - 824 S 2315 W - New SFR
4/21/2021 Structural Design (801) 876-3501 Structural Calculations Huntington SF23B9 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 4-21-2021 4/21/2021 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Huntington Location: SF23B9 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2018 IRC: 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 2018 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:1/22/2021 Location:SF23B9 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: Huntington Date: 1/22/2021 Location: SF23B9 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 24,435 28,484 52,919 Floor Dead Load (psf): 10 Floor 1 49.25 42 9 10 10,200 20,153 30,353 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 64% 6.78 6.78 6.78 Floor 2 10.00 52.92 582 36%10.57 3.79 10.57 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 10.57 0.00 6.78 Roof Slope (x/12):6 TOTALS 0.01 97.20 1,623 10,567 --- ---10.57 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.06 R: 6.5 SS:1.100 SMS:1.166 SDS:0.777 CS:0.119 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.109 SHEAR DISTRIBUTION Base Shear Force lb:10,567 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:5,753 Roof Lateral Force lb:4,814 Diaphragm Loading (plf): 56 Diaphragm FS 4.11 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION Plan:Huntington Date:1/22/2021 Location:SF23B9 seismic wind total left/right front/back SW-1 240 336 2nd Floor 6.8 kips 6.9 7.4 SW-1 350 490 1st Floor 3.8 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 2 2 2 2 2 1 1 1 1 1 1 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) 1384 1096 938 3360 3360 3360 679 840 262 1646 262 1854 Adj. Force 1384 1096 937 3359 3388 3388 698 863 269 1692 269 1895 % of floor 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Flr. Diaphragm 347 275 235 843 851 851 175 217 68 425 68 476 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 1384 2034 0 3359 0 3388 Total Seismic 1384 1096 937 3359 3388 3388 2082 2897 269 5051 269 5284 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) 146 251 234 414 246 22 246 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-2 SW-1 SW-1 SW-1 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 28 Wall Height (ft) 8 8 8 8 8 8 9 7 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 36 0 0 18 0 4 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 1238 1043 - 2702 - 0 0 0 Wind Uplift (lbs)- - - 0 1273 1076 - 3572 - 0 0 0 MSTC40 MSTC40 MSTC40 CS16X48" CS16X48" STHD10 STHD14 STHD14 Location Kitchen 3rd Car A A A A A A A A A A Right side Right sideFront/Back midFront side Front side Front side Front side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ second floor second floor none none none none none none none none none none Width 14 24 0 0 0 0 0 0 0 0 0 0 Depth 38 50 0 0 0 0 0 0 0 0 0 0 Area (sqft) 266 754 0 0 0 0 0 0 0 0 0 0 Force (lb) 483 1370 0 0 0 0 0 0 0 0 0 0 Adj. Force 494 1401 0 0 0 0 0 0 0 0 0 0 % of floor 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Flr. Diaphragm 124 352 0 0 0 0 0 0 0 0 0 0 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 1129 2259 0 0 0 0 0 0 0 0 0 0 Total Seismic 1624 3660 0 0 0 0 0 0 0 0 0 0 Wind (lb) 1041 2952 0 0 0 0 0 0 0 0 0 0 Adj. Force 1065 3018 0 0 0 0 0 0 0 0 0 0 % of total 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 2214 5317 0 0 0 0 0 0 0 0 0 0 Shear Wall 14 24 13 10 10 10 10 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 1 0.65 1 1 1 1 1 1 1 1 1 Seis Load (plf) 116 152 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 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)0 0 - - - - - - - - - - Wind Uplift (lbs)0 0 - - - - - - - - - - Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) Plan:Huntington Date:1/22/2021 Location:SF23B9 LOAD PARAMETERS Seismic Load (lb): 2,082 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 1.53 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: 868 Load #1 180 Uniform Seismic: 868 Tie-Down: LSTHD8/RJ Wind: 1368 Load #2 0 0 Wind: 1368 Tie-Down Seismic FS 2.25 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 ------------------> 84 PASS 382 PASS -5 PASS 333 PASS 333 PASS 84 PASS 382 FORCE TRANSFER WALL DESIGN Dead Load Resistance 2.75 6 3.5 Front Side- 1st floor 1147 lb FORCE TRANSFER WALL All Units lb/ft unless specified 1147 lb PASS -5 PASS <---------------------- 2 5 2<- - - - - - - - - - - - fe e t t a l l - - - - - - - - > Plan:Huntington Date:1/22/2021 Location:SF23B9 LOAD PARAMETERS Seismic Load (lb): 1,384 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 1.29 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 1.93 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 2.98 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 825 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 169 Studs: 2x4 Studs F'T (psi)920 Stud FS:5.43 Flex second floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 73 271 19 PASS PASS PASS 5 All Units lb/ft unless specified252 252 <- - - - - - - - - - - - PASS PASS 812 lb 812 lb 2 73 271 19 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.5 6 3 <----------------------------------------> Plan:Huntington Date:1/22/2021 Location:SF23B9 LOAD PARAMETERS Seismic Load (lb): 1,096 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 1.70 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: 174 Load #1 180 Uniform Seismic: 174 Tie-Down: CS16 Wind: 247 Load #2 0 0 Wind: 247 Tie-Down Seismic FS 9.79 Load #3 0 0 Tie-Down Wind FS 6.90 Load #4 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.54 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 3.92 Tie-Down: CS16 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 626 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 129 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.16 Bed 4 Second Floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 23 206 23 PASS PASS PASS 5 All Units lb/ft unless specified183 183 <- - - - - - - - - - - - PASS PASS 617 lb 617 lb 2 23 206 23 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 3 6 3 <----------------------------------------> Plan:Huntington Date:1/22/2021 Location:SF23B9 LOAD PARAMETERS Seismic Load (lb): 937 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 1.51 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 2.60 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 4.01 Tie-Down: LSTHD8/RJ Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 612 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 126 Studs: 2x4 Studs F'T (psi)920 Stud FS:7.32 Bed 3 Second Floor FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 60 201 60 PASS PASS PASS 5 All Units lb/ft unless specified208 208 <- - - - - - - - - - - - PASS PASS 603 lb 603 lb 2 60 201 60 PASS Dead Load Resistance FORCE TRANSFER WALL DESIGN PASS PASS 2.25 6 2.25 <----------------------------------------> Plan:Huntington Date:1/22/2021 Location:SF23B9 LEFT AND RIGHT LOADING Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A-B or C Exposure Category C Section 26.7 L/B upper floor 1.07 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:1/22/2021 Location:SF23B9 FRONT AND BACK LOADING Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A-B or C Exposure Category C Section 26.7 L/B upper floor 0.94 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 (ft 2) 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: 1/22/2021 Location: SF23B9 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: 44218 Location: SF23B9 Beam Page 3 RB-1 Sawn (2) 2X10's DF #2 RB-11 LVL (2) 11 7/8" 2.0E 2600 Fb FB-3 LVL (2) 7 1/4" 2.0E 2600 Fb RB-2 Sawn (2) 2X10's DF #2 RB-12 Sawn (2) 2X10's DF #2 FB-4 Sawn (2) 2X8's DF #2 RB-3 Sawn (2) 2X10's DF #2 RB-13 Sawn (2) 2X10's DF #2 FB-5 Sawn (2) 2X8's DF #2 RB-4 Sawn (3) 2X10's DF #2 RB-14 Sawn (2) 2X10's DF #2 FB-6 Sawn (2) 2X8's DF #2 RB-5 Sawn (2) 2X10's DF #2 RB-15 Sawn (3) 2X10's DF #2 FB-7 Sawn (2) 2X8's DF #2 RB-6 Sawn (3) 2X10's DF #2 RB-15 Sawn (2) 2X10's DF #2 FB-8 LVL (2) 14" 2.0E 2600 Fb RB-7 Sawn (2) 2X10's DF #2 RB-16 Sawn (2) 2X10's DF #2 FB-9 LVL (2) 14" 2.0E 2600 Fb RB-8 Sawn (2) 2X10's DF #2 RB-17 Sawn (2) 2X10's DF #2 FB-10Sawn (2) 2X8's DF #2 RB-9 Sawn (2) 2X10's DF #2 RB-17 Sawn (2) 2X10's DF #2 FB-11LVL (1) 14" 2.0E 2600 Fb RB-10 LVL (2) 11 7/8" 2.0E 2600 Fb RB-18 Sawn (2) 2X10's DF #2 FB-12LSL (2) 9 1/2"1.55 E 2325 Fb RB-19 Sawn (2) 2X10's DF #2 FB-1 GLB 6 3/4" x 19.5"24F-V4 FB-2 Sawn (2) 2X8's DF #2 FB-13 Sawn (3) 2X8's DF #2 FB-14 Sawn (2) 2X8's DF #2 FB-15 LVL (2) 14" 2.0E 2600 Fb MFB-1 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-2 Sawn (2) 2X8's DF #2 MFB-3 Sawn (2) 2X8's DF #2 MFB-4 LVL (1) 11 7/8" 2.0E 2600 Fb Beam Page 1 Beam Page 2 Beam Page 4 Plan:Huntington Date:1/22/2021 Location:SF23B9 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (3) 2X10's Sawn (2) 2X10's Sawn (3) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 11 7/8" Shear: 15.57 Shear: 9.48 Shear: 5.28 Moment: 1.61 Shear: 1.51 Moment: 1.12 Shear: 10.12 Shear: 6.01 Shear: 7.04 Shear: 1.51 Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 Grade Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS POST 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)2.75 2.75 4 5 4 6 3.75 3.75 3 9 Beam Weight (plf) 5.55 5.55 5.55 8.33 5.55 8.33 5.55 5.55 5.55 12.06 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 11.88 Beam Width/Weight 3 3 3 4.5 3 4.5 3 3 3 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 4 4 40 40 40 4 4 4 41 Wall Height (ft) 2 7 10 2 0 2 3 9 10 1 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 Total Uniform Roof Load (plf) 110 110 110 1100 1100 1100 110 110 110 1127.5 Total Live Roof Load (plf) 80 80 80 800 800 800 80 80 80 820 Total Uniform Wall Load (plf) 40 140 200 40 0 40 60 180 200 20 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 214 351 631 2871 2211 3445 329 554 473 5218 Right Reaction (lb) 214 351 631 2871 2211 3445 329 554 473 5218 Max Moment (lb-ft) 147 241 631 3589 2211 5167 309 519 355 11741 Max Shear (lb) 214 351 631 2871 2211 3445 329 554 473 5218 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.10 1.10 1.20 1.10 1.20 1.10 1.10 1.10 1.00 Area (in2)27.75 27.75 27.75 41.63 27.75 41.63 27.75 27.75 27.75 41.58 Moment of Inertia I (in4)198 198 198 297 198 297 198 198 198 489 Maximum Bending Stress (lb-ft) 41 68 177 671 620 966 87 146 100 1711 Allowable Bending Stress (lb-ft) 990 990 990 1080 990 1080 990 990 990 2604 Allowable Moment (lb-ft) 3529 3529 3529 5775 3529 5775 3529 3529 3529 17862 MOMENT FS 24.01 14.62 5.59 1.61 1.60 1.12 11.44 6.79 9.94 1.52 Allowable Shear Stress (psi) 180 180 180 180 180 180 180 180 180 285 Maximum Shear Capacity (lb) 3330 3330 3330 4995 3330 4995 3330 3330 3330 7900 SHEAR FS 15.57 9.48 5.28 1.74 1.51 1.45 10.12 6.01 7.04 1.51 Bearing Required 0.18 0.29 0.52 1.58 1.82 1.89 0.27 0.46 0.39 1.99 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.00 0.00 0.00 0.02 0.01 0.05 0.00 0.00 0.00 0.13 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.09 0.09 0.13 0.17 0.13 0.20 0.13 0.13 0.10 0.30 LIVE LOAD DEFLECTION FS 279.22 279.22 90.70 6.97 9.07 4.03 110.10 110.10 214.98 2.40 Total Load Deflection (in) 0.00 0.00 0.01 0.03 0.02 0.07 0.00 0.00 0.00 0.18 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.14 0.14 0.20 0.25 0.20 0.30 0.19 0.19 0.15 0.45 TOTAL LOAD DEFLECTION FS 215.40 131.11 34.49 7.28 9.84 4.21 75.26 44.70 81.76 2.55 SELECTION Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn LVL (2) 2X10's (2) 2X10's (2) 2X10's (3) 2X10's (2) 2X10's (3) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 11 7/8" Plan:Huntington Date:1/22/2021 Location:SF23B9 CRAFT B/ FARM CRAFT A/ FARM CRAFT B to meet plan requirements PASS PASS PASS 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 (3) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's GLB 6 3/4" x 19.5" Sawn (2) 2X8's TL Deflection: L/562 Moment: 5.24 Moment: 6.43 Shear: 1.97 Moment: 1.64 Shear: 1.97 Moment: 1.29 Moment: 5.7 Moment: 1.39 Shear: 1.97 Shear: 11.87 Moment: 1.75 Shear: 3.08 Name RB-11 RB-12 RB-13 RB-14 RB-15 RB-15 RB-16 RB-17 RB-17 RB-18 RB-19 FB-1 FB-2 Grade LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn GLB Sawn LOADING PARAMETERS PASS 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 40 40 Floor Total Load (psf) 50 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 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 5 5 3 5 3 10.5 5 7 3 2 22 3 Beam Weight (plf) 12.06 5.55 5.55 5.55 8.33 5.55 5.55 5.55 5.55 5.55 5.55 31.96 4.35 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 19.5 7.25 Beam Width/Weight 3.5 3 3 3 4.5 3 3 3 3 3 3 6.75 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 18 16 Roof Span (ft) 7 4 4 40 40 40 7 7 0 40 10 6 0 Wall Height (ft) 1 5 3 1 1 1 0 0 0 1 0 8 8 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 0 450 400 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 0 0 0 360 320 Total Uniform Roof Load (plf) 192.5 110 110 1100 1100 1100 192.5 192.5 0 1100 275 165 0 Total Live Roof Load (plf) 140 80 80 800 800 800 140 140 0 800 200 120 0 Total Uniform Wall Load (plf) 20 100 60 20 20 20 0 0 0 20 0 160 160 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- Roof ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 10 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 2 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 275 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- Roof ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 7 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 2 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 7 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 192.5 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 140 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 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 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- ----- Roof ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 0 0 2 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 1040 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 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 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 1796 539 439 1688 2821 1688 1040 495 1577 1688 281 8877 847 Right Reaction (lb) 1796 539 439 1688 2821 1688 1040 495 1014 1688 281 8877 847 Max Moment (lb-ft) 7186 674 549 1266 3526 1266 2729 619 2541 1266 140 48821 635 Max Shear (lb) 1796 539 439 1688 2821 1688 1040 495 1577 1688 281 8877 847 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.10 1.10 1.10 1.20 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.20 Area (in2)41.58 27.75 27.75 27.75 41.63 27.75 27.75 27.75 27.75 27.75 27.75 131.63 21.75 Moment of Inertia I (in4)489 198 198 198 297 198 198 198 198 198 198 4171 95 Maximum Bending Stress (lb-ft) 1047 189 154 355 659 355 766 174 713 355 39 1370 290 Allowable Bending Stress (lb-ft) 2604 990 990 990 1080 990 990 990 990 990 990 2400 1080 Allowable Moment (lb-ft) 17862 3529 3529 3529 5775 3529 3529 3529 3529 3529 3529 85556 2365 MOMENT FS 2.49 5.24 6.43 2.79 1.64 2.79 1.29 5.70 1.39 2.79 25.16 1.75 3.73 Allowable Shear Stress (psi) 285 180 180 180 180 180 180 180 180 180 180 265 180 Maximum Shear Capacity (lb) 7900 3330 3330 3330 4995 3330 3330 3330 3330 3330 3330 23254 2610 SHEAR FS 4.40 6.18 7.59 1.97 1.77 1.97 3.20 6.73 2.11 1.97 11.87 2.62 3.08 Bearing Required 0.68 0.44 0.36 1.39 1.55 1.39 0.86 0.41 1.30 1.39 0.23 2.02 0.70 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,800,000 1,600,000 Live Load Deflection (in) 0.21 0.00 0.00 0.00 0.02 0.00 0.12 0.01 0.05 0.00 0.00 0.34 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.17 0.17 0.10 0.17 0.10 0.35 0.17 0.23 0.10 0.07 0.73 0.10 LIVE LOAD DEFLECTION FS 2.50 46.44 46.44 21.50 6.97 21.50 2.87 26.54 4.77 21.50 290.23 2.15 25.88 Total Load Deflection (in) 0.34 0.01 0.01 0.01 0.03 0.01 0.17 0.01 0.07 0.01 0.00 0.57 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.25 0.25 0.15 0.25 0.15 0.53 0.25 0.35 0.15 0.10 1.10 0.15 TOTAL LOAD DEFLECTION FS 2.34 25.85 31.74 22.92 7.41 22.92 3.04 28.14 5.13 22.92 310.35 1.92 22.01 SELECTION LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn GLB Sawn (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (3) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's 6 3/4" x 19.5" (2) 2X8's Plan:Huntington Date:1/22/2021 Location:SF23B9 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 7 1/4" Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's Sawn (2) 2X8's LVL (2) 14" LVL (2) 14" Sawn (2) 2X8's LVL (1) 14" LSL (2) 9 1/2" Moment: 1.15 Shear: 6.45 Shear: 5.07 Shear: 3.59 Shear: 4.3 Shear: 1.31 Shear: 1.67 Shear: 3.32 Shear: 21.74 Shear: 2.9 Name FB-3 FB-4 FB-5 FB-6 FB-7 FB-8 FB-9 FB-10 FB-11 FB-12 Grade LVL Sawn Sawn Sawn Sawn LVL LVL Sawn LVL LSL LOADING PARAMETERS PASS PASS PASS PASS PASS POST 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)5 2.75 2.75 3 3 9 6 3 7.5 5 Beam Weight (plf) 7.36 4.35 4.35 4.35 4.35 14.21 14.21 4.35 7.11 10.31 BEAM SIZING Beam Depth (in)7.25 7.25 7.25 7.25 7.25 14 14 7.25 14 9.5 Beam Width/Weight 3.5 3 3 3 3 3.5 3.5 3 1.75 3.5 UNIFORM LOADING Floor Span (ft) 12 2 2 2 2 18 21.5 2 2 37.5 Roof Span (ft) 0 0 0 4 4 0 40 4 0 0 Wall Height (ft) 8 12 16 16 12 10.5 10.5 18 0 0 Total Uniform Floor Load (plf) 300 50 50 50 50 450 537.5 50 50 937.5 Total Live Floor Load (plf) 240 40 40 40 40 360 430 40 40 750 Total Uniform Roof Load (plf) 0 0 0 110 110 0 1100 110 0 0 Total Live Roof Load (plf) 0 0 0 80 80 0 800 80 0 0 Total Uniform Wall Load (plf) 160 240 320 320 240 210 210 360 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Roof ----- ----- ----- ----- Roof ----- ----- ----- ----- 1 Span/Height (ft) 40 0 0 0 0 40 0 0 0 0 1 Start Point (ft) 1.75 0 0 0 0 4.5 0 0 0 0 1 End Point (ft) 3.25 0 0 0 0 9 0 0 0 0 1 Totally Partially Uniform Load (plf) 1100 0 0 0 0 1100 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 Roof ----- ----- ----- ----- Roof ----- ----- ----- ----- 1 Location (ft) 1.75 0 0 0 0 4.5 0 0 0 0 1 Total Load (lb) 1688 0 0 0 0 2871 0 0 0 0 Point Load 2 Roof ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 3.25 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 1688 0 0 0 0 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1.15 1 1 1 1 Left Reaction (lb) 3682 405 515 727 607 5707 5585 787 214 2370 Right Reaction (lb) 3682 405 515 727 607 8182 5585 787 214 2370 Max Moment (lb-ft) 6167 278 354 545 455 18711 8378 590 401 2962 Max Shear (lb) 3682 405 515 727 607 8182 5585 787 214 2370 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.20 1.20 1.20 1.20 1.00 1.00 1.20 1.00 1.00 Area (in2)25.38 21.75 21.75 21.75 21.75 49.00 49.00 21.75 24.50 33.25 Moment of Inertia I (in4)111 95 95 95 95 800 800 95 400 250 Maximum Bending Stress (lb-ft) 2414 127 162 249 208 1964 879 269 84 675 Allowable Bending Stress (lb-ft) 2784 1080 1080 1080 1080 2928 2546 1080 2546 2376 Allowable Moment (lb-ft) 7115 2365 2365 2365 2365 27897 24258 2365 12129 10422 MOMENT FS 1.15 8.50 6.69 4.34 5.20 1.49 2.90 4.01 30.21 3.52 Allowable Shear Stress (psi) 285 180 180 180 180 328 285 180 285 310 Maximum Shear Capacity (lb) 4821 2610 2610 2610 2610 10707 9310 2610 4655 6872 SHEAR FS 1.31 6.45 5.07 3.59 4.30 1.31 1.67 3.32 21.74 2.90 Bearing Required 1.40 0.33 0.42 0.60 0.50 3.12 2.13 0.65 0.16 0.85 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 1,550,000 Live Load Deflection (in) 0.08 0.00 0.00 0.00 0.00 0.11 0.02 0.00 0.00 0.03 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.09 0.09 0.10 0.10 0.30 0.20 0.10 0.25 0.17 LIVE LOAD DEFLECTION FS 2.00 268.88 268.88 69.01 69.01 2.84 8.84 69.01 69.58 6.06 Total Load Deflection (in) 0.12 0.00 0.00 0.01 0.00 0.16 0.03 0.01 0.01 0.03 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.14 0.14 0.15 0.15 0.45 0.30 0.15 0.38 0.25 TOTAL LOAD DEFLECTION FS 2.03 54.81 43.10 25.65 30.72 2.78 8.76 23.69 73.11 7.20 SELECTION LVL Sawn Sawn Sawn Sawn LVL LVL Sawn LVL LSL (2) 7 1/4" (2) 2X8's (2) 2X8's (2) 2X8's (2) 2X8's (2) 14" (2) 14" (2) 2X8's (1) 14" (2) 9 1/2" Plan:Huntington Date:1/22/2021 Location:SF23B9 PASS PASS PASS PASS PASS PASS PASS Sawn (3) 2X8's Sawn (2) 2X8's LVL (2) 14" LVL (2) 9 1/2" Sawn (2) 2X8's Sawn (2) 2X8's LVL (1) 11 7/8" Moment: 1.22 Shear: 1.73 Shear: 4.1 Shear: 2.7 Moment: 1.5 Shear: 4.14 Shear: 9.93 Name FB-13 FB-14 FB-15 MFB-1 MFB-2 MFB-3 MFB-4 Grade Sawn Sawn LVL LVL Sawn Sawn LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 Floor Total Load (psf) 50 50 50 50 50 50 50 Roof Live Load (psf) 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)5 3 10 5 5 2.5 7.5 Beam Weight (plf) 6.53 4.35 14.21 9.64 4.35 4.35 6.03 BEAM SIZING Beam Depth (in)7.25 7.25 14 9.5 7.25 7.25 11.88 Beam Width/Weight 4.5 3 3.5 3.5 3 3 1.75 UNIFORM LOADING Floor Span (ft) 40 40 2 37 20 20 4 Roof Span (ft) 0 0 4 0 0 0 0 Wall Height (ft) 0 0 14 0 0 0 0 Total Uniform Floor Load (plf) 1000 1000 50 925 500 500 100 Total Live Floor Load (plf) 800 800 40 740 400 400 80 Total Uniform Roof Load (plf) 0 0 110 0 0 0 0 Total Live Roof Load (plf) 0 0 80 0 0 0 0 Total Uniform Wall Load (plf) 0 0 280 0 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load (plf)0 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 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 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 Left Reaction (lb) 2516 1507 2271 2337 1261 630 398 Right Reaction (lb) 2516 1507 2271 2337 1261 630 398 Max Moment (lb-ft) 3145 1130 5678 2921 1576 393 745 Max Shear (lb) 2516 1507 2271 2337 1261 630 398 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.30 1.20 1.00 1.00 1.20 1.20 1.00 Area (in2)32.63 21.75 49.00 33.25 21.75 21.75 20.79 Moment of Inertia I (in4)143 95 800 250 95 95 245 Maximum Bending Stress (lb-ft) 957 516 596 666 720 180 217 Allowable Bending Stress (lb-ft) 1170 1080 2546 2684 1080 1080 2604 Allowable Moment (lb-ft) 3844 2365 24258 11775 2365 2365 8931 MOMENT FS 1.22 2.09 4.27 4.03 1.50 6.01 11.98 Allowable Shear Stress (psi) 180 180 285 285 180 180 285 Maximum Shear Capacity (lb) 3915 2610 9310 6318 2610 2610 3950 SHEAR FS 1.56 1.73 4.10 2.70 2.07 4.14 9.93 Bearing Required 1.38 1.24 0.87 0.89 1.04 0.52 0.30 Elastic Modulus (psi) 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) 0.05 0.01 0.02 0.02 0.04 0.00 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.10 0.33 0.17 0.17 0.08 0.25 LIVE LOAD DEFLECTION FS 3.35 10.35 19.57 7.93 4.47 35.84 21.26 Total Load Deflection (in) 0.06 0.01 0.06 0.03 0.05 0.00 0.02 Total Load Deflection Limit 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.15 0.50 0.25 0.25 0.13 0.38 TOTAL LOAD DEFLECTION FS 4.00 12.37 7.75 9.42 5.32 42.64 24.06 SELECTION Sawn Sawn LVL LVL Sawn Sawn LVL (3) 2X8's (2) 2X8's (2) 14" (2) 9 1/2" (2) 2X8's (2) 2X8's (1) 11 7/8" Plan:Huntington Date:1/22/2021 Location:SF23B9 PASS PASS 6x6 POST 6x6 POST FS: 11.42 FS: 25.63 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: 1,577 703 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:1/22/2021 Location:SF23B9 PASS PASS FS: 3.8 FS: 1.22 INPUT Location:Back Patio Garage spot Callout S-24 S-36 Load (lb)1,577 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)1.05 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