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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00535 - 2125 Summerfield Ln - New SFR 8/22/2019 Structural Design (801) 876-3501 Structural Calculations Athens SF1AB10 Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 8/22/2019 8/22/2019 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Athens Location: SF1AB10 From: York Engineering Inc. 4883 Old Highway Rd Suite A Morgan, Utah 84050 (801) 876-3501 Design Criteria 2018 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 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. 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, contractor shall bring a request to the attention of the York Engineering prior to construction. 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 FTW 9 2-Window FTW 10 Stacked FTW 11 Wind (Left & Right Loading) 12 Wind (Front & Back Loading) 13 Beam Schedule 14 Beams 15 Beams (2) 16 Suspended Slabs 17 Table of Contents County: Salt Lake Elevation: 5100 P0 43 S 63 A0 4.5 Pg (psf)57 Ce 1 Ct 1 I 1 Cs 1 Pf (psf)40 SNOW CALCULATION: 5 Snow Load Calculation Plan:Athens Date:8/21/2019 Location:SF1AB10 PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.29 FS: 1.29 FS: 1.48 FS: 1.48 FS: 9.09 DL+S DL+S DL+S DL+S DL+0.75LL+0.75S 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 0.04 BUILDING LOADS Roof Span (ft) 54 54 45 45 0 Floor Span (ft) 0 0 0 0 0 Wall Height (ft) 9 9 9 9 0 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.67 1.67 1.42 1.42 0.00 FOOTING SPECS Footing Width (in) 20 20 20 20 20 Footing Height (in) 10 10 10 10 10 FOUNDATION Height Above Grade (ft) 0.67 0.67 0.67 0.67 0.67 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 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/lft) 1.94 1.94 1.69 1.69 0.28 Soil Load (ksf) 1.16 1.16 1.02 1.02 0.17 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 6 Footings Plan:Athens Date:8/21/2019 Location:SF1AB10 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) Shear (lb) Roof Dead Load (psf): 15 Roof 49.764 52.635 ---15 8 60,506 18,432 78,938 9,568 Floor Live Load (psf): 40 Floor 2 49.764 53 0 12 0 18,432 0 0 Floor Dead Load (psf): 12 Floor 1 49.764 53 9 12 19,452 20,480 39,932 4,840 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 15.83 78.94 1,250 100% 9.57 9.57 9.57 Floor 2 0.00 0.00 0 0%9.57 0.00 9.57 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 9.57 0.00 9.57 Roof Slope (x/12):5 TOTALS 0.01 78.94 1,250 9,568 --- ---9.57 Roof Pitch (θ):22.62 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.00 R: 6.5 SS:1.300 SMS:1.300 SDS:0.866 CS:0.133 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.121 SHEAR DISTRIBUTION Base Shear Force lb:9,568 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:0 Roof Lateral Force lb:9,568 Diaphragm Loading (plf): 92 Diaphragm FS 1.85 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 7 Seismic Plan:Athens Date:8/21/2019 Location:SF1AB10 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 10.8 11.4 SW-2 450 630 Basement 0.0 kips 4.7 5.0 SW-3 585 819 Location Bed 3 Entry 2 car 3rd car Back Wall 3rd car Left Wall Right Wall 3rd Car A A A Front side Front side Front side Front side Back side Back side Left side Right side Right side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ none none none none none none none none none none none none Width 13 4 21 12 40 12 55 11.5 42 0 0 0 Depth 55 45 53 38 54 38 47.5 40 51 0 0 0 Area (sqft) 357.5 150 556.5 228 1080 228 1306.25 230 1071 0 0 0 Force (lb) 1306 548 2033 833 3945 833 4772 840 3912 0 0 0 Adj. Force 1316 552 2048 839 3975 839 4794 844 3930 0 0 0 % of floor 14% 6% 21% 9% 42% 9% 50% 9% 41% 0% 0% 0% Flr. Diaphragm 0 0 0 0 0 0 0 0 0 0 0 0 Transferred Source none none 1-front-Entry none 1-back-3rd car none none none none none none none Transfered Forces 0 0 552 0 839 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 1316 552 2600 839 4814 839 4794 844 3930 0 0 0 Wind (lb) 1552 651 2415 990 4687 990 5376 947 4408 0 0 0 Adj. Force 1563 656 2433 997 4722 997 5401 951 4429 0 0 0 % of total 14% 6% 21% 9% 42% 9% 50% 9% 41% 0% 0% 0% Total Wind 1563 656 3089 997 5719 997 5401 951 4429 0 0 0 Shear Wall 7.2 Transferred Portal Portal 18.95 Transferred 43.5 6 25 10 10 10 Aspect Ratio 0.94 to Bed 3 frame frame 0.99 to Back Wall 1 1 1 1 1 1 PSW Adj. Co 0.84 and Garage 0.81 1 1 1 1 1 1 Seis Load (plf) 183 254 110 141 157 0 0 0 Wind Load (plf) 217.1 301.8 124.2 158.5 177.1 0.0 0.0 0.0 Shear Wall 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) 13 Transferred Portal Portal 30 Transferred 43.5 28.5 25 10 10 10 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 0 0 0 0 0 0 0 0 0 0 0 Wall Load (plf) 180 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 126 108 108 108 108 108 108 108 108 108 108 108 Seis.Uplift (lbs)109 - - - 0 - 0 0 65 0 0 0 Wind Uplift (lbs)313 - - - 118 - 0 0 244 0 0 0 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 8 Shear Plan:Athens Date:8/21/2019 Location:SF1AB10 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 1.06 L/B main floor 1.06 Roof Height 11.67 Mean roof Height 15.8 Truss Span 56 Roof Slope 5 /12 Roof Angle (deg) 120.00 Sine = 0.8660 Lower Truss Span 56 Lower roof Slope 5 /12 Lower roof Angle (deg) 120.00 Sine = 0.8660 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.4 Table 27.6-1 Upper floor, po 27.4 Table 27.6-1 Main floor, ph 27.4 Main floor, po 27.4 Basement floor, ph 27.4 Basement floor, po 27.4 Upper Floor (psf)Relative positioning Net Pressure 16.4 Windward 10.3 Left 8.8 Leeward 6.1 Right 8.8 Main Floor (psf) Net Pressure 16.4 Windward 10.3 Left 8.8 Leeward 6.1 Right 8.8 Basement Floor (psf) Net Pressure 16.4 Windward 10.3 Left 8.8 Leeward 6.1 Right 8.8 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -10.2 -10.2 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 (ft2)Horizontal Force (lbs) 11.67 52.00 606.7 6510 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.0 52 52 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 52 535.1 520 5350.7 0 0.0 Leeward 52 319.2 520 3192.1 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 6510 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 10781 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 15479 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 15907 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 67.8 8.63 8.85 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 2.5 315.87 164.98 Low roof (per truss) 0.0 - - Factors of Safety Exposure Adj. Factor 9 Wind (Left and Right Loading) Plan:Athens Date:8/21/2019 Location:SF1AB10 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 0.95 L/B main floor 0.95 Roof Height 11.67 Mean roof Height 7.8 Truss Span 56 Roof Slope 5 /12 Roof Angle (deg) 120.00 Sine = 0.8660 Lower Truss Span 56 Lower roof Slope 5 /12 Lower roof Angle (deg) 120.00 Sine = 0.8660 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 (ft2)Horizontal Force (lbs) 11.67 55.00 641.6666667 6815 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 0.0 55 55 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 55 564.7 550 5647.0 0 0.0 Leeward 55 346.1 550 3461.0 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 6815 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 11369 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 16378 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 16833 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 62.2 9.41 9.65 Low roof (per truss) -- - Lateral (lbs)H1 H2.5 Roof (per truss) 123.9 6.34 3.31 Low roof (per truss) 0.0 - - Factors of Safety Exposure Adj. Factor 10 Wind (Front and Back Loading) Plan: Athens Date:8/21/2019 Location: SF1AB10 RB-1 (2) 14" LVL 2.0E 2600 Fb RB-1 (2) 11 7/8" LVL 2.0E 2600 Fb RB-2 (2) 2X10's DF #2 RB-2 (2) 2X10's DF #2 RB-3 (2) 2X10's DF #2 RB-3 (2) 2X10's DF #2 RB-4 (2) 2X10's DF #2 RB-4 (2) 2X10's DF #2 RB-5 (2) 9 1/2" LVL 2.0E 2600 Fb RB-5 (2) 2X10's DF #2 RB-6 (2) 2X10's DF #2 RB-6 (2) 2X10's DF #2 RB-7 (2) 9 1/2" LVL 2.0E 2600 Fb RB-7 (2) 2X10's DF #2 RB-8 (2) 2X10's DF #2 RB-8 (2) 2X10's DF #2 RB-9 (2) 11 7/8" LVL 2.0E 2600 Fb RB-9 (2) 11 7/8" LVL 2.0E 2600 Fb RB-10 (2) 2X10's DF #2 RB-10 (2) 2X10's DF #2 RB-11 (2) 2X10's DF #2 RB-11 (2) 2X10's DF #2 RB-12 (2) 2X10's DF #2 RB-12 (2) 9 1/2" LVL 2.0E 2600 Fb Beam Page 1 Beam Page 2 11 Schedule Plan: Athens Date:8/21/2019 Location: SF1AB10 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 14" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 9 1/2" LVL (2) 2X10's DF #2 (2) 9 1/2" LVL (2) 2X10's DF #2 (2) 11 7/8" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 Moment: 1.12 Shear: 1.49 Moment: 3.64 Shear: 14.41 Shear: 1.36 Moment: 1.24 Shear: 1.36 Moment: 3.1 Shear: 1.36 Shear: 14.41 Shear: 19.21 Moment: 9.77 Controlling Load Case DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 RB-11 RB-12 Grade LVL DF #2 DF #2 DF #2 LVL DF #2 LVL DF #2 LVL DF #2 DF #2 DF #2 LOADING PARAMETERS POST PASS PASS PASS PASS PASS PASS PASS POST PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 52 52 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 20 BEAM SPECIFICATIONS Beam Span (ft)16 3 6 4 6 5 6 6 9 4 3 5 Beam Weight (plf) 14.21 5.55 5.55 5.55 9.64 5.55 9.64 5.55 10.34 5.55 5.55 5.55 BEAM SIZING Beam Depth (in)14 9.25 9.25 9.25 9.5 9.25 9.5 9.25 11.88 9.25 9.25 9.25 Beam Width/Weight 3.5 3 3 3 3.5 3 3.5 3 3 3 3 3 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 24 54 4 4 56 33 56 9 40 4 4 4 Wall Height (ft) 0 0 5 0 0 0 0 0 0 0 0 0 Total Uniform Floor Load (plf) 0 0 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 0 0 Total Uniform Roof Load (plf) 660 1485 110 110 1540 907.5 1540 247.5 1100 110 110 110 Total Live Roof Load (plf) 480 1080 80 80 1120 660 1120 180 800 80 80 80 Total Uniform Wall Load (plf) 0 0 100 0 0 0 0 0 0 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 0 0 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 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 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 0 0 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft) 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 3 End Point (ft) 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 POINT LOADS Point Load 1 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 Location (ft) 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 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 0 0 2 Total Load (lb) 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 3 Total Load (lb) 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 Tapered Load Ending Point (ft)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 Tapered Load at End (plf) 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 Left Reaction (lb) 5394 2236 647 231 4649 2283 4649 759 4997 231 173 289 Right Reaction (lb) 5394 2236 647 231 4649 2283 4649 759 4997 231 173 289 Max Moment (lb-ft) 21575 1677 970 231 6973 2853 6973 1139 11242 231 130 361 Max Shear (lb) 5394 2236 647 231 4649 2283 4649 759 4997 231 173 289 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 Cf 1.00 1.10 1.10 1.10 1.00 1.10 1.00 1.10 1.00 1.10 1.10 1.10 Area (in2)49.00 27.75 27.75 27.75 33.25 27.75 33.25 27.75 35.64 27.75 27.75 27.75 Moment of Inertia I (in4)800 198 198 198 250 198 250 198 419 198 198 198 Maximum Bending Stress (lb-ft) 2264 470 272 65 1590 800 1590 319 1912 65 36 101 Allowable Bending Stress (lb-ft) 2546 990 990 990 2684 990 2684 990 2604 990 990 990 Allowable Moment (lb-ft) 24258 3529 3529 3529 11775 3529 11775 3529 15310 3529 3529 3529 MOMENT FS 1.12 2.10 3.64 15.27 1.69 1.24 1.69 3.10 1.36 15.27 27.15 9.77 Allowable Shear Stress (psi) 285 180 180 180 285 180 285 180 285 180 180 180 Maximum Shear Capacity (lb) 9310 3330 3330 3330 6318 3330 6318 3330 6772 3330 3330 3330 SHEAR FS 1.73 1.49 5.15 14.41 1.36 1.46 1.36 4.39 1.36 14.41 19.21 11.53 Bearing Required 2.05 1.19 0.34 0.12 1.77 1.22 1.77 0.40 2.22 0.12 0.09 0.15 Elastic Modulus (psi) 2,000,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 1,600,000 2,000,000 1,600,000 1,600,000 1,600,000 Live Load Deflection (in) 0.45 0.01 0.01 0.00 0.07 0.03 0.07 0.02 0.14 0.00 0.00 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.10 0.20 0.13 0.20 0.17 0.20 0.20 0.30 0.13 0.10 0.17 LIVE LOAD DEFLECTION FS 1.19 15.92 26.87 90.70 3.03 5.63 3.03 11.94 2.11 90.70 214.98 46.44 Total Load Deflection (in) 0.63 0.01 0.02 0.00 0.09 0.04 0.09 0.02 0.20 0.00 0.00 0.01 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.15 0.30 0.20 0.30 0.25 0.30 0.30 0.45 0.20 0.15 0.25 TOTAL LOAD DEFLECTION FS 1.28 17.31 14.96 94.19 3.29 6.10 3.29 12.74 2.28 94.19 223.26 48.22 SELECTION LVL DF #2 DF #2 DF #2 LVL DF #2 LVL DF #2 LVL DF #2 DF #2 DF #2 (2) 14" (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 9 1/2" (2) 2X10's (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's Dutch Roof Beams 12 Beams Plan: Athens Date:8/21/2019 Location: SF1AB10 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 11 7/8" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 11 7/8" LVL (2) 2X10's DF #2 (2) 2X10's DF #2 (2) 9 1/2" LVL TL Deflection: L/1033 Shear: 19.21 Moment: 6.79 Shear: 1.43 Moment: 6.79 Moment: 9.77 Moment: 6.79 Moment: 3.1 Shear: 1.14 Shear: 1.43 Shear: 1.91 Shear: 2.17 Controlling Load Case DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S DL+S Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 RB-11 RB-12 Grade LVL DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 LVL DF #2 DF #2 LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS POST PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 52 52 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 20 BEAM SPECIFICATIONS Beam Span (ft)16 3 6 4 6 5 6 6 9 4 3 5 Beam Weight (plf) 12.06 5.55 5.55 5.55 5.55 5.55 5.55 5.55 10.34 5.55 5.55 9.64 BEAM SIZING Beam Depth (in)11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.25 11.88 9.25 9.25 9.5 Beam Width/Weight 3.5 3 3 3 3 3 3 3 3 3 3 3.5 UNIFORM LOADING Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 4 4 42 4 4 4 9 10 42 42 42 Wall Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Total Uniform Floor Load (plf) 0 0 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 0 0 Total Uniform Roof Load (plf) 110 110 110 1155 110 110 110 247.5 275 1155 1155 1155 Total Live Roof Load (plf) 80 80 80 840 80 80 80 180 200 840 840 840 Total Uniform Wall Load (plf) 0 0 0 0 0 0 0 0 0 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- ----- ----- ----- ----- Roof ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 28 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 2.5 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 770 0 0 0 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 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 0 0 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft) 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 3 End Point (ft) 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 POINT LOADS Point Load 1 ---- ---- ---- ---- ---- ---- ---- ---- Roof ---- ---- ---- 1 Location (ft) 0 0 0 0 0 0 0 0 2.5 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 4180 0 0 0 Point Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 Location (ft) 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 Point Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Location (ft) 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 TAPERED LOADS Tapered Load Starting Point (ft) 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 Tapered Load at Start (plf) 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 REACTIONS & MOMENT - Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 976 173 347 2321 347 289 347 759 5961 2321 1741 2912 Right Reaction (lb) 976 173 347 2321 347 289 347 759 2712 2321 1741 2912 Max Moment (lb-ft) 3906 130 520 2321 520 361 520 1139 11394 2321 1306 3640 Max Shear (lb) 976 173 347 2321 347 289 347 759 5961 2321 1741 2912 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 Cf 1.00 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.10 1.10 1.00 Area (in2)41.58 27.75 27.75 27.75 27.75 27.75 27.75 27.75 35.64 27.75 27.75 33.25 Moment of Inertia I (in4)489 198 198 198 198 198 198 198 419 198 198 250 Maximum Bending Stress (lb-ft) 569 36 146 651 146 101 146 319 1938 651 366 830 Allowable Bending Stress (lb-ft) 2604 990 990 990 990 990 990 990 2604 990 990 2684 Allowable Moment (lb-ft) 17862 3529 3529 3529 3529 3529 3529 3529 15310 3529 3529 11775 MOMENT FS 4.57 27.15 6.79 1.52 6.79 9.77 6.79 3.10 1.34 1.52 2.70 3.24 Allowable Shear Stress (psi) 285 180 180 180 180 180 180 180 285 180 180 285 Maximum Shear Capacity (lb) 7900 3330 3330 3330 3330 3330 3330 3330 6772 3330 3330 6318 SHEAR FS 8.09 19.21 9.61 1.43 9.61 11.53 9.61 4.39 1.14 1.43 1.91 2.17 Bearing Required 0.37 0.09 0.18 1.24 0.18 0.15 0.18 0.40 2.65 1.24 0.93 1.11 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 2,000,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.12 0.00 0.01 0.02 0.01 0.00 0.01 0.02 0.13 0.02 0.00 0.02 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.10 0.20 0.13 0.20 0.17 0.20 0.20 0.30 0.13 0.10 0.17 LIVE LOAD DEFLECTION FS 4.38 214.98 26.87 8.64 26.87 46.44 26.87 11.94 2.40 8.64 20.47 6.99 Total Load Deflection (in) 0.19 0.00 0.01 0.02 0.01 0.01 0.01 0.02 0.17 0.02 0.01 0.03 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.15 0.30 0.20 0.30 0.25 0.30 0.30 0.45 0.20 0.15 0.25 TOTAL LOAD DEFLECTION FS 4.30 223.26 27.91 9.38 27.91 48.22 27.91 12.74 2.59 9.38 22.23 7.56 SELECTION LVL DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 DF #2 LVL DF #2 DF #2 LVL (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 11 7/8" (2) 2X10's (2) 2X10's (2) 9 1/2" Gable Roof Beams 13 Beams (2)