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HomeMy WebLinkAboutSTRUCTRUAL CALCS - 18-00510 - 2211 Summerfield Ln - New SFR 9/10/2018 Structural Design (801) 876-3501 Structural Calculations Sidney SF10AB8 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 9/10/2018 9/10/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Sidney Location: SF10AB8 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): 40 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 40 Floor Dead Load (psf): 12 Seismic Design Category: D Wind Speed: 115 mph for Exposure C Material Properties: Concrete (fc'):3000 psi (foundation) to 4000 psi (suspended slab) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & stable granular based, 1500 psf bearing capacity, granular based Backfill: KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Dimensional Lumber: Doug Fir #2 or better Posts and Timbers: Doug Fir #1 or better Steel: ASTM Grade 50 1. 2. 3. 4. 5. 6. 7. 8. 9. Provide solid blocking through structure down to footing for all load paths 10. 11. 12. 13. 14. 15. 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. 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. Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of “Registered Design Professional in Responsible Charge” on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. If discrepancies are found, the more stringent specification shall be followed. All 2-ply and 3-ply beams and headers to be nailed using 16d two rows @ 12" O.C. Snow Calculation 5 Footings 6 Seismic 7 Shear 8 Wind (Left & Right Loading) 9 Wind (Front & Back Loading) 10 Joists 11 Beam Schedule 12 Beams 13 Beams (2) 14 Beams (3) 15 Beams (4) 16 Beams (5) 17 Posts 18 Spot Footings 19 Table of Contents Plan:Sidney Date:6/15/2015 Location:SF10AB8 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.53 FS: 1.5 FS: 1.53 FS: 1.53 FS: 1.76 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) 26 26 39 39 0 Floor Span (ft) 18 19 4 4 29 Wall Height (ft) 9 9 9 9 9 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.36 1.39 1.36 1.36 0.93 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) 1.64 1.66 1.63 1.63 1.13 Soil Load (ksf) 0.98 1.00 0.98 0.98 0.85 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 5 Footings Plan: Sidney Date: 6/15/2015 Location: SF10AB8 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 46.82 47.775 ---15 8 51,446 17,027 68,474 Floor Live Load (psf): 40 Floor 2 46.8195 48 0 12 0 17,027 0 Floor Dead Load (psf): 12 Floor 1 46.82 48 9 12 14,820 18,919 33,739 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 14.79 68.47 1,013 100% 9.58 9.58 9.58 Floor 2 0.00 0.00 0 0%9.58 0.00 9.58 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 9.58 0.00 9.58 Roof Slope (x/12):5 TOTALS 0.01 68.47 1,013 9,577 --- ---9.58 Roof Pitch (θ):22.62 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:9,577 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:0 Roof Lateral Force lb:9,577 Diaphragm Loading (plf): 98 Diaphragm FS 1.74 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Sidney Date:6/15/2015 Location:SF10AB8 seismic wind total left/right front/back SW-1 240 336 2nd Floor 0.0 kips 0.0 0.0 SW-1 350 490 1st Floor 9.6 kips 9.0 9.2 SW-2 450 630 Basement 0.0 kips 4.5 4.6 SW-3 585 819 Location Bed 2 Entry Main Gar. Opt. 3 Car Gar. Back Wall 3 Car Gar. Left Wall Master Opt. 3 Car Gar. Front side Front side Front side Front side Back side Back side Left side Right side Right side Floor 1 1 1 1 1 1 1 1 1 Lines up w/ none none none none none none none none none Width 11 4.5 21.5 12 37 12 42 23 24 Depth 42 37 50 24 43 24 16 37 49 Area (sqft) 286 128.25 537.5 144 995.75 144 1201.75 425.5 620.25 Force (lb) 1224 549 2301 617 4263 617 5145 1822 2656 Adj. Force 1225 549 2303 617 4266 617 5121 1813 2643 % of floor 13% 6% 24% 6% 45% 6% 53% 19% 28% Flr. Diaphragm 0 0 0 0 0 0 0 0 0 Transfered Forces 549 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 0 0 0 Total Seismic 1775 549 2303 617 4266 617 5121 1813 2643 Wind (lb) 1180 529 2218 594 4108 594 4853 1718 2505 Adj. Force 1181 529 2219 594 4111 594 4830 1710 2493 % of total 13% 6% 24% 6% 45% 6% 53% 19% 28% Total Wind 1710 529 2219 594 4111 594 4830 1710 2493 Shear Wall 6 Dragged 5.3 Portal 15 12 28.5 11.5 17 Aspect Ratio 0.88 to 0.92 0.95 1 0.93 1 0.98 PSW Adj. Co 0.89 Bed 3 1 0.74 1 1 0.89 1 Seis Load (plf) 296 434 284 51 180 158 155 Wind Load (plf) 285.0 418.7 274.0 49.5 169.5 148.7 146.6 Shear Wall SW-2 SW-3 SW-2 SW-1 SW-1 SW-1 SW-1 Uplift % Force on pier 100% 50% 50% 50% 100% 100% 100% 100% 100% Wall Length (ft) 11 2.67 2.67 Portal 37 12 36 14 24 Wall Height (ft) 9 9 7 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 4 4 4 4 26 4 4 4 Wall Load (plf) 180 180 140 180 180 180 180 180 180 Total DL (plf) 126 126 102 126 126 225 126 126 126 Seis.Uplift (lbs)853 - 2882 - 0 0 0 319 0 Wind Uplift (lbs)793 - 2773 - 0 0 0 244 0 LSTHD8/RJ STHD14 STHD14 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan:Sidney Date:6/15/2015 Location:SF10AB8 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 1.02 L/B main floor 1.02 Roof Height 9.58 Mean roof Height 14.8 Truss Span 46 Roof Slope 5 /12 Roof Angle (deg) 22.60 Sine = 0.3843 Lower Truss Span 46 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 27.5 Table 27.6-1 Upper floor, po 27.5 Table 27.6-1 Main floor, ph 27.5 Main floor, po 27.5 Basement floor, ph 27.5 Basement floor, po 27.5 Upper Floor (psf)Relative positioning Net Pressure 16.5 Windward 10.3 Left 8.9 Leeward 6.2 Right 8.9 Main Floor (psf) Net Pressure 16.5 Windward 10.3 Left 8.9 Leeward 6.2 Right 8.9 Basement Floor (psf) Net Pressure 16.5 Windward 10.3 Left 8.9 Leeward 6.2 Right 8.9 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Lower Roof (psf) Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.58 49.00 469.6 4987 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.0 49 49 0 0.0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 49 503.5 490 5035.0 0 0.0 Leeward 49 305.7 490 3056.6 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 4987 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 9033 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 13483 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 13888 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 51.1 11.46 11.75 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 2.2 352.10 183.90 Low roof (per truss) 0.0 - - Exposure Adj. Factor Factors of Safety 8 Wind (Left and Right Loading) Plan:Sidney Date:6/15/2015 Location:SF10AB8 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 0.98 L/B main floor 0.98 Roof Height 9.58 Mean roof Height 6.8 Truss Span 46 Roof Slope 5 /12 Roof Angle (deg) 22.60 Sine = 0.3843 Lower Truss Span 46 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 27.6 Table 27.6-1 Upper floor, po 27.6 Table 27.6-1 Main floor, ph 27.6 Main floor, po 27.6 Basement floor, ph 27.6 Basement floor, po 27.6 Upper Floor (psf)Relative positioning Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Main Floor (psf) Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Basement Floor (psf) Net Pressure 16.6 Windward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Lower Roof (psf) Load Case 1 -10.1 -10.1 Load Case 2 5.8 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 9.58 50.00 479.1666667 5089 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 0.0 50 50 0 0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 0 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 50 513.4 500 5133.6 0 0.0 Leeward 50 314.6 500 3146.4 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 5089 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 9229 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 13783 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 14197 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 51.1 11.46 11.75 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 101.8 7.71 4.03 Low roof (per truss) 0.0 - - Exposure Adj. Factor Factors of Safety 9 Wind (Front and Back Loading) Plan: Sidney Date: 6/15/2015 Location: SF10AB8 PASS PASS Moment: 1.17 Moment: 1.13 JOIST SPECIFICATION Truss Joists Boise Cascade Joist Type:TJI BCI Joist Series:210 6000 Joist Depth (ft): 11.88 11.88 Joist Span (ft): 19 19 Joist Spacing (in): 16 16 LOAD PARAMETERS Floor Dead Load 12 12 Floor Live Load 40 40 Total Floor Load 52 52 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (plf) 2.8 2.5 Joist Loading (plf) 72 72 Max Reaction (lb) 685 682 Max Moment (ft-lb) 3255 3241 JOIST DETERMINATION Max Moment 100% (ft-lb) 3795 3670 Moment FS 1.17 1.13 Max Shear 100% (lb) 1655 1675 Shear FS 2.42 2.45 Bearing Required (in) 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.54 0.56 Allowable Live Load Deflection (in) 0.63 0.63 LL Deflection FS 1.17 1.14 Total Load Deflection Limit 240 240 Total Load Deflection (in) 0.73 0.75 Allowable Total Load Deflection (in) 0.95 0.95 TL Deflection FS 1.30 1.27 1 3/4" Allowable Reaction (lb) 1005 1175 3 1/2" Allowable Reaction (lb) 1460 1425 SELECTION 11 7/8" TJI 210 @ 16" O.C.11 7/8" BCI 6000 @ 16" O.C. 10 Joists Plan: Sidney Date: 6/15/2015 Location: SF10AB8 Beam Page 3 RB-1 LVL (2) 11 7/8" 2.0E 2600 Fb RB-6 Sawn (2) 2X10'sDF #2 RB-10 Sawn (2) 2X10's DF #2 RB-2 LVL (2) 9 1/2" 2.0E 2600 Fb RB-6 LVL (2) 9 1/2" 2.0E 2600 Fb RB-11 Sawn (2) 2X10's DF #2 RB-3 LVL (2) 9 1/2" 2.0E 2600 Fb RB-7 LVL (2) 9 1/2" 2.0E 2600 Fb RB-12 Sawn (2) 2X10's DF #2 RB-3 Sawn (2) 2X10's DF #2 RB-8 Sawn (2) 2X10'sDF #2 RB-12 LVL (2) 9 1/2" 2.0E 2600 Fb RB-4 Sawn (2) 2X10's DF #2 RB-9 Sawn (2) 2X10'sDF #2 RB-13 Sawn (3) 2X6's DF #2 RB-5 Sawn (2) 2X10's DF #2 RB-14 LVL (2) 9 1/2" 2.0E 2600 Fb FB-1 Sawn (2) 2X8's DF #2 RB-14 Sawn (2) 2X10's DF #2 FB-2 LVL (2) 9 1/2" 2.0E 2600 Fb RB-15 Sawn (3) 2X6's DF #2 FB-3 LVL (2) 11 7/8" 2.0E 2600 Fb RB-16 LVL (2) 11 7/8" 2.0E 2600 Fb RB-17 LVL (2) 9 1/2" 2.0E 2600 Fb Beam Page 1 Beam Page 2 Beam Page 4 Beam Page 5 11 Schedule Plan:Sidney Date:6/15/2015 Location:SF10AB8 ELEV. A,C PASS PASS PASS PASS PASS PASS LVL (2) 11 7/8" LVL (2) 9 1/2" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's TL Deflection: L/602 Moment: 4.66 Shear: 1.92 Moment: 3.52 Shear: 1.69 Shear: 1.49 Name RB-1 RB-2 RB-3 RB-3 RB-4 RB-5 Grade LVL LVL LVL Sawn Sawn Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)16 10 5 5 3 4 Beam Weight (plf) 12.06 9.64 9.64 5.55 5.55 5.55 BEAM SIZING Beam Depth (in)11.88 9.5 9.5 9.25 9.25 9.25 Beam Width/Weight 3.5 3.5 3.5 3 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 Roof Span (ft) 5 7 46 10 46 39 Wall Height (ft) 3 0 2 2 2 2 Total Uniform Floor Load (plf) 0 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 0 Total Uniform Roof Load (plf) 137.5 192.5 1265 275 1265 1072.5 Total Live Roof Load (plf) 100 140 920 200 920 780 Total Uniform Wall Load (plf) 60 0 40 40 40 40 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 Left Reaction (lb) 1676 1011 3287 801 1966 2236 Right Reaction (lb) 1676 1011 3287 801 1966 2236 Max Moment (lb-ft) 6706 2527 4108 1002 1474 2236 Max Shear (lb) 1676 1011 3287 801 1966 2236 Cv 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.00 1.10 1.10 1.10 Area (in2)41.58 33.25 33.25 27.75 27.75 27.75 Moment of Inertia I (in4)489 250 250 198 198 198 Maximum Bending Stress (lb-ft) 977 576 936 281 414 627 Allowable Bending Stress (lb-ft) 2604 2684 2684 990 990 990 Allowable Moment (lb-ft) 17862 11775 11775 3529 3529 3529 MOMENT FS 2.66 4.66 2.87 3.52 2.39 1.58 Allowable Shear Stress (psi) 285 285 285 180 180 180 Maximum Shear Capacity (lb) 7900 6318 6318 3330 3330 3330 SHEAR FS 4.71 6.25 1.92 4.16 1.69 1.49 Bearing Required 0.64 0.39 1.25 0.66 1.62 1.84 Elastic Modulus (psi) 2,000,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.15 0.06 0.03 0.01 0.01 0.01 Live Load Deflection Limit 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.33 0.17 0.17 0.10 0.13 LIVE LOAD DEFLECTION FS 3.50 5.24 6.38 18.57 18.69 9.30 Total Load Deflection (in) 0.32 0.09 0.04 0.01 0.01 0.02 Total Load Deflection Limit 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.50 0.25 0.25 0.15 0.20 TOTAL LOAD DEFLECTION FS 2.51 5.44 6.70 17.38 19.68 9.73 SELECTION LVL LVL LVL Sawn Sawn Sawn (2) 11 7/8" (2) 9 1/2" (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 2X10's 12 Beams Plan:Sidney Date:6/15/2015 Location:SF10AB8 ELEV. B,D PASS PASS PASS PASS PASS Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Moment: 2.45 Shear: 1.54 Moment: 1.15 Moment: 1.3 Shear: 1.49 Name RB-6 RB-6 RB-7 RB-8 RB-9 Grade Sawn LVL LVL Sawn Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)6 6 9 5 4 Beam Weight (plf) 5.55 9.64 9.64 5.55 5.55 BEAM SIZING Beam Depth (in)9.25 9.5 9.5 9.25 9.25 Beam Width/Weight 3 3.5 3.5 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 Roof Span (ft) 10 48 35 30 39 Wall Height (ft) 2 2 2 2 2 Total Uniform Floor Load (plf) 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 Total Uniform Roof Load (plf) 275 1320 962.5 825 1072.5 Total Live Roof Load (plf) 200 960 700 600 780 Total Uniform Wall Load (plf) 40 40 40 40 40 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 Left Reaction (lb) 962 4109 4555 2176 2236 Right Reaction (lb) 962 4109 4555 2176 2236 Max Moment (lb-ft) 1442 6163 10248 2720 2236 Max Shear (lb) 962 4109 4555 2176 2236 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.00 1.00 1.10 1.10 Area (in2)27.75 33.25 33.25 27.75 27.75 Moment of Inertia I (in4)198 250 250 198 198 Maximum Bending Stress (lb-ft) 405 1405 2336 763 627 Allowable Bending Stress (lb-ft) 990 2684 2684 990 990 Allowable Moment (lb-ft) 3529 11775 11775 3529 3529 MOMENT FS 2.45 1.91 1.15 1.30 1.58 Allowable Shear Stress (psi) 180 285 285 180 180 Maximum Shear Capacity (lb) 3330 6318 6318 3330 3330 SHEAR FS 3.46 1.54 1.39 1.53 1.49 Bearing Required 0.79 1.57 1.74 1.79 1.84 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 Live Load Deflection (in) 0.02 0.06 0.21 0.03 0.01 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.20 0.20 0.30 0.17 0.13 LIVE LOAD DEFLECTION FS 10.75 3.54 1.44 6.19 9.30 Total Load Deflection (in) 0.03 0.08 0.30 0.04 0.02 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.30 0.30 0.45 0.25 0.20 TOTAL LOAD DEFLECTION FS 10.06 3.72 1.49 6.40 9.73 SELECTION Sawn LVL LVL Sawn Sawn (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 2X10's (2) 2X10's 13 Beams (2) Plan:Sidney Date:6/15/2015 Location:SF10AB8 ELEV C PASS PASS PASS PASS PASS Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" Sawn (3) 2X6's Shear: 2.38 Shear: 2.38 Moment: 3.85 Shear: 2.25 Shear: 2.03 Name RB-10 RB-11 RB-12 RB-12 RB-13 Grade Sawn Sawn Sawn LVL Sawn LOADING PARAMETERS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)2.5 2.5 5 5 2.5 Beam Weight (plf) 5.55 5.55 5.55 9.64 4.73 BEAM SIZING Beam Depth (in)9.25 9.25 9.25 9.5 5.25 Beam Width/Weight 3 3 3 3.5 4.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 Roof Span (ft) 39 39 9 39 39 Wall Height (ft) 2 2 2 2 2 Total Uniform Floor Load (plf) 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 Total Uniform Roof Load (plf) 1072.5 1072.5 247.5 1072.5 1072.5 Total Live Roof Load (plf) 780 780 180 780 780 Total Uniform Wall Load (plf) 40 40 40 40 40 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- 1 Location (ft) 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 Point Load 2 ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 Left Reaction (lb) 1398 1398 733 2805 1397 Right Reaction (lb) 1398 1398 733 2805 1397 Max Moment (lb-ft) 872 872 916 3507 871 Max Shear (lb) 1398 1398 733 2805 1397 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.10 1.10 1.10 1.00 1.40 Area (in2)27.75 27.75 27.75 33.25 23.63 Moment of Inertia I (in4)198 198 198 250 54 Maximum Bending Stress (lb-ft) 245 245 257 799 506 Allowable Bending Stress (lb-ft) 990 990 990 2684 1260 Allowable Moment (lb-ft) 3529 3529 3529 11775 2171 MOMENT FS 4.05 4.05 3.85 3.36 2.49 Allowable Shear Stress (psi) 180 180 180 285 180 Maximum Shear Capacity (lb) 3330 3330 3330 6318 2835 SHEAR FS 2.38 2.38 4.55 2.25 2.03 Bearing Required 1.15 1.15 0.60 1.07 0.77 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 Live Load Deflection (in) 0.00 0.00 0.01 0.02 0.01 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.08 0.08 0.17 0.17 0.08 LIVE LOAD DEFLECTION FS 38.18 38.18 20.64 7.52 10.47 Total Load Deflection (in) 0.00 0.00 0.01 0.03 0.01 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.13 0.13 0.25 0.25 0.13 TOTAL LOAD DEFLECTION FS 39.95 39.95 19.02 7.85 10.96 SELECTION Sawn Sawn Sawn LVL Sawn (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" (3) 2X6's 14 Beams (3) Plan:Sidney Date:6/15/2015 Location:SF10AB8 PASS PASS PASS PASS PASS LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (3) 2X6's LVL (2) 11 7/8" LVL (2) 9 1/2" Shear: 1.55 Shear: 1.44 Shear: 1.63 Shear: 1.75 LL Deflection: L/546 Name RB-14 RB-14 RB-15 RB-16 RB-17 Grade LVL Sawn Sawn LVL LVL LOADING PARAMETERS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)4 4 3 9 12 Beam Weight (plf) 9.64 5.55 4.73 12.06 9.64 BEAM SIZING Beam Depth (in)9.5 9.25 5.25 11.88 9.5 Beam Width/Weight 3.5 3 4.5 3.5 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 Roof Span (ft) 0 39 39 0 14 Wall Height (ft) 4 4 4 3 0 Total Uniform Floor Load (plf) 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 Total Uniform Roof Load (plf) 0 1072.5 1072.5 0 385 Total Live Roof Load (plf) 0 780 780 0 280 Total Uniform Wall Load (plf) 80 80 80 60 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Roof ----- ----- Roof ----- 1 Span/Height (ft) 10 0 0 26 0 1 Start Point (ft) 0 0 0 0 0 1 End Point (ft) 2 0 0 2.5 0 1 Total Partially Uniform Load (plf) 275 0 0 715 0 Partially Uniform Load 2 Roof ----- ----- Roof ----- 2 Span/Height (ft) 39 0 0 10 0 2 Start Point (ft) 2 0 0 2.5 0 2 End Point (ft) 4 0 0 9 0 2 Total Partially Uniform Load (plf) 1072.5 0 0 275 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 POINT LOADS Point Load 1 Roof ----- ----- Roof ----- 1 Location (ft) 2 0 0 2.5 0 1 Total Load (lb) 4293 0 0 2785 0 Point Load 2 ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 Point Load 3 ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 Left Reaction (lb) 3275 2316 1736 4520 2368 Right Reaction (lb) 4072 2316 1736 2488 2368 Max Moment (lb-ft) 5605 2316 1302 8702 7104 Max Shear (lb) 4072 2316 1736 4520 2368 Cv 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.10 1.40 1.00 1.00 Area (in2)33.25 27.75 23.63 41.58 33.25 Moment of Inertia I (in4)250 198 54 489 250 Maximum Bending Stress (lb-ft) 1278 650 756 1268 1619 Allowable Bending Stress (lb-ft) 2684 990 1260 2604 2684 Allowable Moment (lb-ft) 11775 3529 2171 17862 11775 MOMENT FS 2.10 1.52 1.67 2.05 1.66 Allowable Shear Stress (psi) 285 180 180 285 285 Maximum Shear Capacity (lb) 6318 3330 2835 7900 6318 SHEAR FS 1.55 1.44 1.63 1.75 2.67 Bearing Required 1.55 1.91 0.95 1.72 0.90 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 Live Load Deflection (in) 0.02 0.01 0.02 0.08 0.26 Live Load Deflection Limit 360 360 360 360 360 Allowable Live Load Deflection (in) 0.13 0.13 0.10 0.30 0.40 LIVE LOAD DEFLECTION FS 6.59 9.30 6.05 3.74 1.52 Total Load Deflection (in) 0.03 0.02 0.02 0.12 0.37 Total Load Deflection Limit 240 240 240 240 240 Allowable Total Load Deflection (in) 0.20 0.20 0.15 0.45 0.60 TOTAL LOAD DEFLECTION FS 6.93 9.40 6.11 3.71 1.61 SELECTION LVL Sawn Sawn LVL LVL (2) 9 1/2" (2) 2X10's (3) 2X6's (2) 11 7/8" (2) 9 1/2" 15 Beams (4) Plan:Sidney Date:6/15/2015 Location:SF10AB8 PASS PASS PASS Sawn (2) 2X8's LVL (2) 9 1/2" LVL (2) 11 7/8" Shear: 3.32 Moment: 2.24 Shear: 34.04 Name FB-1 FB-2 FB-3 Grade Sawn LVL LVL LOADING PARAMETERS PASS PASS PASS Floor Live Load (psf) 40 40 40 Floor Total Load (psf) 52 52 52 Roof Live Load (psf) 40 40 40 Roof Total Load (psf) 55 55 55 Wall Load (psf) 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)2.5 8.5 4 Beam Weight (plf) 4.35 9.64 12.06 BEAM SIZING Beam Depth (in)7.25 9.5 11.88 Beam Width/Weight 3 3.5 3.5 UNIFORM LOADING Floor Span (ft) 24 22 4 Roof Span (ft) 0 0 0 Wall Height (ft) 0 0 0 Total Uniform Floor Load (plf) 624 572 104 Total Live Floor Load (plf) 480 440 80 Total Uniform Roof Load (plf) 0 0 0 Total Live Roof Load (plf) 0 0 0 Total Uniform Wall Load (plf) 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- 1 Span/Height (ft) 0 0 0 1 Start Point (ft) 0 0 0 1 End Point (ft) 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 Partially Uniform Load 2 ----- ----- ----- 2 Span/Height (ft) 0 0 0 2 Start Point (ft) 0 0 0 2 End Point (ft) 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 Partially Uniform Load 3 ----- ----- ----- 3 Span/Height (ft) 0 0 0 3 Start Point (ft) 0 0 0 3 End Point (ft) 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- 1 Location (ft) 0 0 0 1 Total Load (lb) 0 0 0 Point Load 2 ----- ----- ----- 2 Location (ft) 0 0 0 2 Total Load (lb) 0 0 0 Point Load 3 ----- ----- ----- 3 Location (ft) 0 0 0 3 Total Load (lb) 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 Tapered Load Ending Point (ft) 0 0 0 Tapered Load at Start (plf) 0 0 0 Tapered Load at End (plf) 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 Left Reaction (lb) 785 2472 232 Right Reaction (lb) 785 2472 232 Max Moment (lb-ft) 490 5252 232 Max Shear (lb) 785 2472 232 Cv 1.00 1.00 1.00 Cf 1.20 1.00 1.00 Area (in2)21.75 33.25 41.58 Moment of Inertia I (in4)95 250 489 Maximum Bending Stress (lb-ft) 224 1197 34 Allowable Bending Stress (lb-ft) 1080 2684 2604 Allowable Moment (lb-ft) 2365 11775 17862 MOMENT FS 4.83 2.24 76.95 Allowable Shear Stress (psi) 180 285 285 Maximum Shear Capacity (lb) 2610 6318 7900 SHEAR FS 3.32 2.56 34.04 Bearing Required 0.65 0.94 0.09 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 Live Load Deflection (in) 0.00 0.10 0.00 Live Load Deflection Limit 360 360 360 Allowable Live Load Deflection (in) 0.08 0.28 0.13 LIVE LOAD DEFLECTION FS 29.87 2.72 280.20 Total Load Deflection (in) 0.00 0.14 0.00 Total Load Deflection Limit 240 240 240 Allowable Total Load Deflection (in) 0.13 0.43 0.20 TOTAL LOAD DEFLECTION FS 34.23 3.08 289.72 SELECTION Sawn LVL LVL (2) 2X8's (2) 9 1/2" (2) 11 7/8" 16 Beams (5) Plan:Sidney Date:6/15/2015 Location:SF10AB8 PASS PASS PASS 6x6 POST 6x6 POST 6x6 POST FS: 17.82 FS: 7.61 FS: 99.57 Covered Porch Covered Deck Deck RB-2 RB-17 FB-3 COLUMN DIMENSIONS: Total Column Length (ft): 9 9 2 X-Unbraced Length (ft): 9 9 2 Y-Unbraced Length (ft): 9 9 2 MATERIAL SPECS: Material: Doug Fir #2 Doug Fir #2 Doug Fir #2 Depth-x (in): 5.5 5.5 5.5 Width-y (in): 5.5 5.5 5.5 # Members 1 1 1 Area (in2):30.25 30.25 30.25 Axial Load: 1,011 2,368 232 MATERIAL PROPERTIES: Fc 700 700 700 E 1,300,000 1,300,000 1,300,000 Emin 470,000 470,000 470,000 Lex/dx 19.64 19.64 4.36 Ley/dy 19.64 19.64 4.36 FACTORS: Cd 1 1 1 Cf 1.1 1.1 1.1 Ke 1 1 1 Fc* 770 770 770 Fce 1,002 1,002 20,290 Cp 0.77 0.77 0.99 F'c 596 596 764 Allowable Load 18,014 18,014 23,112 Location: 17 Posts Plan:Sidney Date:6/15/2015 Location:SF10AB8 PASS PASS FS: 2.53 FS: 5.08 INPUT Location:RB-17 FB-3 Callout S-24 12" Sonotube Load (lb)2,368 232 SPECS Soil Bearing Pressure (psf)1500 1500 Footing Width/Diameter (in)24 12 Footing Length/Diameter (in)24 12 Footing Depth (in)10 30 CALCULATIONS Area Required (ft2)1.58 0.15 Area Provided (ft2)4.00 0.79 SELECTION S-24 12" Sonotube 24" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 12" Sonotube 30" Deep with (4) Vertical #4 Bars 18 Spot Footings