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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00037 - 892 Larch Dr - New SFR1/25/2019 Structural Design (801) 876-3501 Structural Calculations Bainbridge BASE PLAN Prepared For: Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 1/25/2019 1/25/2019 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Bainbridge Location: BASE PLAN From: York Engineering Inc. 4883 Old Highway Road, Suite A 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 FTW 9 FTW (2) 10 Wind (Left & Right Loading) 11 Wind (Front & Back Loading) 12 Joists 13 Beam Schedule 14 Beams 15 Beams (2) 16 Beams (3) 17 Posts 18 Spot Footings 19 Table of Contents Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN PASS PASS PASS PASS PASS LOCATION Back Front Left Right Interior FS: 1.61 FS: 1.87 FS: 1.67 FS: 1.36 FS: 1.36 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 0.03 0.03 BUILDING LOADS Roof Span (ft) 10 10 26 28 28 Floor Span (ft) 23 15 4 4 4 Wall Height (ft) 20 20 20 20 20 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.27 1.07 1.22 1.27 1.27 FOOTING SPECS Footing Width (in) 20 20 20 16 16 Footing Width (ft) 1.67 1.67 1.67 1.33 1.33 Footing Height (ft) 0.83 0.83 0.83 0.67 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) 1.55 1.34 1.49 1.47 1.47 Soil Load (ksf) 0.93 0.80 0.90 1.11 1.11 FOOTING SELECTION F-20 F-20 F-20 F-16 F-16 5 Footings Plan: Bainbridge Date: 9/11/2017 Location: BASE PLAN 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 53.62 43.088 ---15 8 26,087 10,962 37,050 Floor Live Load (psf): 40 Floor 2 27.985 41 8 12 29,978 28,370 58,348 Floor Dead Load (psf): 12 Floor 1 53.62 43 9 12 15,996 19,342 35,338 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 22.13 37.05 820 56% 6.49 6.49 6.49 Floor 2 10.00 58.35 642 44%11.56 5.08 11.56 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 11.56 0.00 11.56 Roof Slope (x/12):6 TOTALS 0.01 95.40 1,462 11,563 --- --- 11.56 Roof Pitch (θ):26.57 Total Roof Load (psf):55.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.00 R: 6.5 SS:1.300 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:11,563 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:7,072 Roof Lateral Force lb:4,491 Diaphragm Loading (plf): 50 Diaphragm FS 3.41 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 6 Seismic Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN seismic wind total left/right front/back SW-1 240 336 2nd Floor 6.5 kips 4.7 5.8 SW-1 350 490 1st Floor 5.1 kips 9.1 7.0 SW-2 450 630 Basement 0.0 kips 5.2 4.1 SW-3 585 819 Location Bed #4 Bed #4 Flex Back Left Wall Bed #2 Flex Flex 2 car 3rd car Back wall 3rd car Front side Front side Front side Front side Left side Right side Right side Front side Front side Front side Back side Back side Floor 2 2 2 2 2 2 2 1 1 1 1 1 Lines up w/ none none none none none none none second floor second floor none second floor none Width 12 8.5 8.5 29 41 16 24 20 22 14 42 14 Depth 42 40 36 41 29 25 29 52 45 24 42 24 Area (sqft) 252 170 153 566.5 566.5 200 348 520 495 168 926 168 Force (lb) 1441 972 875 3239 3239 1144 1990 1143 1088 369 2035 369 Adj. Force 1432 966 869 3219 3297 1164 2025 1160 1104 375 2065 375 % of floor 22% 15% 13% 50% 51% 18% 31% 23% 22% 7% 41% 7% Flr. Diaphragm 425 287 258 956 979 346 601 344 328 0 613 0 Transfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 Forces from Upper 0 0 0 0 0 0 0 2398 869 0 3219 0 Total Seismic 1432 966 869 3219 3297 1164 2025 3617 2030 375 5390 375 Wind (lb) 1297 875 787 2915 2349 829 1443 1584 1507 512 2820 512 Adj. Force 1288 869 782 2896 2390 844 1468 1607 1530 519 2861 519 % of total 22% 15% 13% 50% 51% 18% 31% 23% 22% 7% 41% 7% Total Wind 1288 869 782 2896 2390 844 1468 3764 2312 519 5758 519 Shear Wall 7 FTW FTW 20 26 12 24 8.5 Portal portal 19.58 14 Aspect Ratio 0.96 (2) 1 1 1 1 0.96 1 1 PSW Adj. C o 0.77 1 1 1 1 0.83 0.79 1 Seis Load (plf) 205 161 127 97 84 426 275 27 Wind Load (plf) 184.1 144.8 91.9 70.3 61.2 442.9 294.1 37.1 Shear Wall SW-1 SW-1 SW-1 SW-1 SW-1 SW-3 SW-1 SW-1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 12 FTW FTW 20 26 12 24 14.5 Portal portal 33.5 14 Wall Height (ft) 8 8 8 8 8 8 8 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 11 15 15 0 0 Roof Span (ft) 4 4 24 10 4 28 4 10 10 10 25 10 Wall Load (plf) 160 160 160 160 160 160 160 340 180 180 180 180 Total DL (plf) 114 114 204 141 114 222 114 288.6 207 207 220.5 153 Seis.Uplift (lbs)351 - - 0 0 0 0 184 - - 0 0 Wind Uplift (lbs)227 - - 0 0 0 0 294 - - 0 0 STHD10 HTT5 HTT5 Location Left Wall 3rd car M. Bedroom A A A A A A A A A Left side Right side Right side Left side Left side Left side Left side Left side Left side Left side Left side Left side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ second floor none second floor none none none none none none none none none Width 47 24 47 0 0 0 0 0 0 0 0 0 Depth 42 14 42 0 0 0 0 0 0 0 0 0 Area (sqft) 987 168 1155 0 0 0 0 0 0 0 0 0 Force (lb) 2169 369 2539 0 0 0 0 0 0 0 0 0 Adj. Force 2170 369 2539 0 0 0 0 0 0 0 0 0 % of floor 43% 7% 50% 0% 0% 0% 0% 0% 0% 0% 0% 0% Flr. Diaphragm 644 0 754 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 3243 0 3243 0 0 0 0 0 0 0 0 0 Total Seismic 5463 369 5841 0 0 0 0 0 0 0 0 0 Wind (lb) 3893 663 4556 0 0 0 0 0 0 0 0 0 Adj. Force 3894 663 4557 0 0 0 0 0 0 0 0 0 % of total 43% 7% 50% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 6245 663 6908 0 0 0 0 0 0 0 0 0 Shear Wall 24 8 21.33 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. C o 1 1 1 1 1 1 1 1 1 1 1 1 Seis Load (plf) 228 46 274 0 0 0 0 0 0 0 0 0 Wind Load (plf) 260.2 82.9 323.9 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% 48% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 24 8 10.33 10 10 10 10 10 10 10 10 10 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 4 0 0 4 4 4 4 4 4 4 4 4 Roof Span (ft) 4 4 4 28 28 28 28 28 28 28 28 28 Wall Load (plf) 340 180 180 180 180 180 180 180 180 180 180 180 Total DL (plf) 236.4 126 126 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 Seis.Uplift (lbs)0 0 1814 0 0 0 0 0 0 0 0 0 Wind Uplift (lbs)0 242 2264 0 0 0 0 0 0 0 0 0 HTT5 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 7 Shear Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN LOAD PARAMETERS Seismic Load (lb): 966 Wind Load (lb): 869 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 8 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.81 Wind FS 2.82 ASPECT RATIO Left Aspect Ratio: 100%8 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Interfloor Seismic: 582 Wall Load 160 Uniform Seismic: 582 Tie-Down: CS16X42 Wind: 485 Floor 0 Uniform Wind: 485 Tie-Down Seismic FS 2.40 Roof 0 Uniform Tie-Down Wind FS 2.88 Point Load 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 5.88 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 3.23 Tie-Down: CS16X42 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 676 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 139 Studs: 2x4 Studs F'T (psi)920 Stud FS: 6.63 2 3 3 PASS <----------------------------------------> 193 PASS 193 PASS -77 PASS <- - - - - - - - - - - - f e e t t a l l - - - - - - - - > FORCE TRANSFER WALL DESIGN 2.5 3 2.5 Flex 290 lb FORCE TRANSFER WALL All Units lb/ft unless specified 290 lb PASS -77 Dead Load Resistance 193 -77 PASS 193 PASS -77 PASS 8 FTW Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN LOAD PARAMETERS Seismic Load (lb): 869 Wind Load (lb): 782 SHEAR WALL SELECTION Shear Wall Callout: SW-1 Seismic Strength (lb/ft): 350 8 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.61 Wind FS 2.51 ASPECT RATIO Left Aspect Ratio: 100%8.01 Right Aspect Ratio: 100% 1 CONNECTORS 1 Load Span Location Force-Transfer Wall Location: Interfloor Seismic: 484 Wall Load 160 Uniform Seismic: 484 Tie-Down: CS16X42 Wind: 397 Floor 0 Uniform Wind: 397 Tie-Down Seismic FS 2.88 Roof 0 Uniform Tie-Down Wind FS 3.52 Point Load 0 0 Window Strap: CS16 Window Strap Connector: Nails Strap FS 3.93 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 3.59 Tie-Down: CS16X42 Stud Size: 2x4 Straps: CS16 --- Nails to Connect Tension (lb): 608 Bolts: 1/2" Bolts @ 32" O.C. Stress (psi): 125 Studs: 2x4 Studs F'T (psi)920 Stud FS: 7.38 Flex FORCE TRANSFER WALL fe e t t a l l - - - - - - - - > 2 -1 217 0 PASS PASS PASS 4 All Units lb/ft unless specified217 217 <- - - - - - - - - - - - PASS PASS 434 lb 434 lb 2 -1 217 0 PASS FORCE TRANSFER WALL DESIGN PASS PASS 2.01 4 2 <----------------------------------------> Dead Load Resistance 9 FTW (2) Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN 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 1.45 L/B main floor 0.80 Roof Height 6.25 Mean roof Height 22.1 Truss Span 25 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 42 Lower roof Slope 6 /12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 26.5 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 16.4 Windward 11.1 Left 7.9 Leeward 5.3 Right 7.9 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 -8.7 -10.9 Load Case 2 6.9 -5.2 Lower Roof (psf) Load Case 1 -8.1 -10.2 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 6.25 29.00 211.0 2565 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 10.5 29 56 27 200.0 2260.0 (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 56 576.7 560 5842.8 261 2903.6 Leeward 56 357.9 560 3590.4 261 1370.8 2nd Floor Diaphragm Shear Total Shear (lbs) 4702 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 13816 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 19000 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 19467 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 21.1 27.70 28.41 Low roof (per truss) 6.2 94.75 97.18 Lateral (lbs)H1 H2.5 Roof (per truss) 2.3 347.11 181.30 Low roof (per truss) 1.0 802.50 419.14 Exposure Adj. Factor Factors of Safety 10 Wind (Left and Right Loading) Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN 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 0.69 L/B main floor 1.24 Roof Height 6.25 Mean roof Height 23.1 Truss Span 25 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 42 Lower roof Slope 6 /12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 28.2 Table 27.6-1 Upper floor, po 27.2 Table 27.6-1 Main floor, ph 27.2 Main floor, po 27.1 Basement floor, ph 27.1 Basement floor, po 26.7 Upper Floor (psf)Relative positioning Net Pressure 16.6 Windward 10.2 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.3 Windward 10.5 Left 8.4 Leeward 5.8 Right 8.4 Basement Floor (psf) Net Pressure 16.1 Windward 10.4 Left 8.4 Leeward 5.7 Right 8.4 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -8.8 -11.0 Load Case 2 7.0 -5.3 Lower Roof (psf) Load Case 1 -8.1 -10.2 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft 2) Horizontal Force (lbs) 6.25 42.00 220 2697 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft 2) Horizontal Force (lbs) 10.5 42 45 3 10 113.0 (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 45 467.4 465 4890.1 378 3848.6 Leeward 45 258.1 465 2676.7 378 2430.4 2nd Floor Diaphragm Shear Total Shear (lbs) 5836 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 12872 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 17018 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 17381 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) 23.3 25.11 25.75 Low roof (per truss) 6.2 94.75 97.18 Lateral (lbs)H1 H2.5 Roof (per truss) 64.2 12.23 6.39 Low roof (per truss) 2.5 312.61 163.27 Exposure Adj. Factor Factors of Safety 11 Wind (Front and Back Loading) Plan: Bainbridge Date: 9/11/2017 Location: BASE PLAN PASS PASS PASS Moment: 1.15 Moment: 1.23 Moment: 1.38 JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Joist Type:TJI TJI TJI Joist Series:210 210 210 Joist Depth (ft): 14 14 11.88 Joist Span (ft): 19 23 16 Joist Spacing (in): 19.2 12 19.2 LOAD PARAMETERS Floor Dead Load 12 12 12 Floor Live Load 40 40 40 Total Floor Load 52 52 52 SIMPLE SPAN JOIST Duration Increase 1 1 1 Joist Weight (plf) 3.1 3.1 2.8 Joist Loading (plf) 86 55 86 Max Reaction (lb) 820 634 688 Max Moment (ft-lb) 3894 3643 2752 JOIST DETERMINATION Max Moment 100% (ft-lb) 4490 4490 3795 Moment FS 1.15 1.23 1.38 Max Shear 100% (lb) 1945 1945 1655 Shear FS 2.37 3.07 2.41 Bearing Required (in) 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 Live Load Deflection (in) 0.45 0.59 0.34 Allowable Live Load Deflection (in) 0.63 0.77 0.53 LL Deflection FS 1.41 1.31 1.59 Total Load Deflection Limit 240 240 240 Total Load Deflection (in) 0.61 0.81 0.45 Allowable Total Load Deflection (in) 0.95 1.15 0.80 TL Deflection FS 1.56 1.43 1.77 1 3/4" Allowable Reaction (lb) 1005 1005 1005 3 1/2" Allowable Reaction (lb) 1460 1460 1460 SELECTION 14" TJI 210 @ 19.2" O.C.14" TJI 210 @ 12" O.C.11 7/8" TJI 210 @ 19.2" O.C. 12 Joists Plan: Bainbridge Date: 9/11/2017 Location: BASE PLAN Beam Page 3 RB-1 LVL (2) 14" 2.0E 2600 Fb FB-1 GLB 6 3/4" x 19.5"24F-V4 FB-12 LVL (1) 14" 2.0E 2600 Fb RB-2 LVL (2) 9 1/2" 2.0E 2600 Fb FB-2 Sawn (2) 2X10's DF #2 FB-13 LVL (2) 14" 2.0E 2600 Fb RB-3 Sawn (2) 2X10's DF #2 FB-3 Sawn (2) 2X10's DF #2 FB-14 Sawn (2) 2X10'sDF #2 RB-4 Sawn (2) 2X10's DF #2 FB-4 Sawn (2) 2X10's DF #2 MFB-1 Sawn (2) 2X8's DF #2 RB-5 Sawn (2) 2X10's DF #2 FB-5 LVL (3) 9 1/2" 2.0E 2600 Fb MFB-2 LVL (2) 7 1/4" 2.0E 2600 Fb RB-6 LVL (2) 9 1/2" 2.0E 2600 Fb FB-6 Sawn (2) 2X10's DF #2 MFB-3 LVL (2) 7 1/4" 2.0E 2600 Fb RB-7 LVL (2) 9 1/2" 2.0E 2600 Fb FB-7 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-4 LVL (2) 7 1/4" 2.0E 2600 Fb RB-8 Sawn (2) 2X10's DF #2 FB-8 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-5 LVL (1) 11 7/8" 2.0E 2600 Fb RB-9 Sawn (2) 2X10's DF #2 FB-9 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-6 LVL (1) 11 7/8" 2.0E 2600 Fb RB-10 Sawn (2) 2X10's DF #2 FB-10 LVL (2) 11 7/8" 2.0E 2600 Fb RB-11 Sawn (2) 2X10's DF #2 FB-11 LVL (1) 14" 2.0E 2600 Fb RB-12 LVL (2) 11 7/8" 2.0E 2600 Fb Beam Page 1 Beam Page 2 13 Schedule Plan: Bainbridge Date: 9/11/2017 Location: BASE PLAN PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (2) 14" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (2) 11 7/8" Moment: 1.43 LL Deflection: L/955 Shear: 7.72 Shear: 2.23 Shear: 2.31 Shear: 1.62 Shear: 3.24 Shear: 7.72 Shear: 1.87 Shear: 10.3 Shear: 2.23 Shear: 1.47 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 LVL Sawn Sawn Sawn LVL LVL Sawn Sawn Sawn Sawn LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS POST 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 12 4 4 4 6 5 4 3 3 4 9 Beam Weight (plf) 14.21 9.64 5.55 5.55 5.55 9.64 9.64 5.55 5.55 5.55 5.55 12.06 BEAM SIZING Beam Depth (in)14 9.5 9.25 9.25 9.25 9.5 9.5 9.25 9.25 9.25 9.25 11.88 Beam Width/Weight 3.5 3.5 3 3 3 3.5 3.5 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) 7 8 4 27 26 47 28 4 43 4 27 43 Wall Height (ft) 0 0 5 0 0 0 0 5 0 5 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) 192.5 220 110 742.5 715 1292.5 770 110 1182.5 110 742.5 1182.5 Total Live Roof Load (plf) 140 160 80 540 520 940 560 80 860 80 540 860 Total Uniform Wall Load (plf) 0 0 100 0 0 0 0 100 0 100 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Roof ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- ----- 1 Span/Height (ft) 17 0 0 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 6.5 0 0 0 0 0 0 0 0 0 0 0 1 End Point (ft) 16 0 0 0 0 0 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 467.5 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) 2972 1378 431 1496 1441 3906 1949 431 1782 323 1496 5376 Right Reaction (lb) 4776 1378 431 1496 1441 3906 1949 431 1782 323 1496 5376 Max Moment (lb-ft) 16919 4134 431 1496 1441 5860 2436 431 1337 242 1496 12095 Max Shear (lb) 4776 1378 431 1496 1441 3906 1949 431 1782 323 1496 5376 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 1.00 1.10 1.10 1.10 1.00 1.00 1.10 1.10 1.10 1.10 1.00 Area (in2)49.00 33.25 27.75 27.75 27.75 33.25 33.25 27.75 27.75 27.75 27.75 41.58 Moment of Inertia I (in4)800 250 198 198 198 250 250 198 198 198 198 489 Maximum Bending Stress (lb-ft) 1776 942 121 420 404 1336 555 121 375 68 420 1763 Allowable Bending Stress (lb-ft) 2546 2684 990 990 990 2684 2684 990 990 990 990 2604 Allowable Moment (lb-ft) 24258 11775 3529 3529 3529 11775 11775 3529 3529 3529 3529 17862 MOMENT FS 1.43 2.85 8.19 2.36 2.45 2.01 4.83 8.19 2.64 14.55 2.36 1.48 Allowable Shear Stress (psi) 285 285 180 180 180 285 285 180 180 180 180 285 Maximum Shear Capacity (lb) 9310 6318 3330 3330 3330 6318 6318 3330 3330 3330 3330 7900 SHEAR FS 1.95 4.59 7.72 2.23 2.31 1.62 3.24 7.72 1.87 10.30 2.23 1.47 Bearing Required 1.82 0.52 0.35 1.23 1.19 1.49 0.74 0.35 1.47 0.27 1.23 2.05 Elastic Modulus (psi) 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 Live Load Deflection (in) 0.34 0.15 0.00 0.01 0.01 0.06 0.02 0.00 0.01 0.00 0.01 0.13 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.53 0.40 0.13 0.13 0.13 0.20 0.17 0.13 0.10 0.10 0.13 0.30 LIVE LOAD DEFLECTION FS 1.59 2.65 90.70 13.44 13.95 3.61 10.48 90.70 20.00 214.98 13.44 2.29 Total Load Deflection (in) 0.47 0.22 0.00 0.01 0.01 0.08 0.02 0.00 0.01 0.00 0.01 0.18 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.80 0.60 0.20 0.20 0.20 0.30 0.25 0.20 0.15 0.15 0.20 0.45 TOTAL LOAD DEFLECTION FS 1.69 2.77 50.49 14.55 15.10 3.91 11.29 50.49 21.71 119.68 14.55 2.47 SELECTION LVL LVL Sawn Sawn Sawn LVL LVL Sawn Sawn Sawn Sawn LVL (2) 14" (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 2X10's (2) 2X10's (2) 2X10's (2) 2X10's (2) 11 7/8" 14 Beams Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS GLB 6 3/4" x 19.5" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 9 1/2" Sawn (2) 2X10's LVL (2) 9 1/2" LVL (2) 9 1/2" LVL (2) 9 1/2" LVL (2) 11 7/8" LVL (1) 14" Moment: 1.36 Shear: 2.52 Shear: 3.68 Shear: 2.19 Shear: 1.54 Shear: 1.75 Shear: 2.78 Shear: 2.02 Shear: 2.87 Shear: 2.09 LL Deflection: L/514 Name FB-1 FB-2 FB-3 FB-4 FB-5 FB-6 FB-7 FB-8 FB-9 FB-10 FB-11 Grade GLB Sawn Sawn Sawn LVL Sawn LVL LVL LVL LVL LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 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 Roof Live Load (psf) 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 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)21.5 3 3 3 3.5 3 6 6 4 8 19 Beam Weight (plf) 31.96 5.55 5.55 5.55 14.46 5.55 9.64 9.64 9.64 12.06 7.11 BEAM SIZING Beam Depth (in)19.5 9.25 9.25 9.25 9.5 9.25 9.5 9.5 9.5 11.88 14 Beam Width/Weight 6.75 3 3 3 5.25 3 3.5 3.5 3.5 3.5 1.75 UNIFORM LOADING Floor Span (ft) 0 19 23 3 3 0 12 23 42 16 3 Roof Span (ft) 22 8 0 28 0 40 10 10 0 10 0 Wall Height (ft) 0 8 0 8 8 8 8 8 0 12 0 Total Uniform Floor Load (plf) 0 494 598 78 78 0 312 598 1092 416 78 Total Live Floor Load (plf) 0 380 460 60 60 0 240 460 840 320 60 Total Uniform Roof Load (plf) 605 220 0 770 0 1100 275 275 0 275 0 Total Live Roof Load (plf) 440 160 0 560 0 800 200 200 0 200 0 Total Uniform Wall Load (plf) 0 160 0 160 160 160 160 160 0 240 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Floor ---- ---- ---- Roof ---- ---- ----- ----- ----- ----- 1 Span/Height (ft) 7 0 0 0 28 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 2 0 0 0 0 0 0 1 End Point (ft) 9 0 0 0 3.5 0 0 0 0 0 0 1 Total Partially Uniform Load (plf) 182 0 0 0 770 0 0 0 0 0 0 Partially Uniform Load 2 Roof ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- 2 Span/Height (ft) 29 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 2 End Point (ft) 9 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 797.5 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 Wall ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- 3 Span/Height (ft) 8 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 3 End Point (ft) 9 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 160 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ---- ---- ---- ---- Roof ---- ---- ----- ----- ----- Floor 1 Location (ft) 0 0 0 0 2 0 0 0 0 0 11 1 Total Load (lb) 0 0 0 0 8401 0 0 0 0 0 957 Point Load 2 ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- 2 Location (ft) 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 Point Load 3 ---- ---- ---- ---- ---- ---- ---- ----- ----- ----- ----- 3 Location (ft) 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 TAPERED LOADS Tapered Load Starting Point (ft) 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 Tapered Load at Start (plf) 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 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 14956 1319 905 1520 4290 1898 2270 3128 2203 3772 1212 Right Reaction (lb) 8994 1319 905 1520 6150 1898 2270 3128 2203 3772 1363 Max Moment (lb-ft) 62959 989 679 1140 7695 1424 3405 4692 2203 7544 8151 Max Shear (lb) 14956 1319 905 1520 6150 1898 2270 3128 2203 3772 1363 Cv 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 1.00 1.00 1.00 1.00 Area (in2)131.63 27.75 27.75 27.75 49.88 27.75 33.25 33.25 33.25 41.58 24.50 Moment of Inertia I (in4)4171 198 198 198 375 198 250 250 250 489 400 Maximum Bending Stress (lb-ft) 1766 278 190 320 1169 399 776 1069 502 1100 1711 Allowable Bending Stress (lb-ft) 2400 990 990 990 2684 990 2684 2684 2684 2604 2546 Allowable Moment (lb-ft) 85556 3529 3529 3529 17662 3529 11775 11775 11775 17862 12129 MOMENT FS 1.36 3.57 5.20 3.10 2.30 2.48 3.46 2.51 5.34 2.37 1.49 Allowable Shear Stress (psi) 265 180 180 180 285 180 285 285 285 285 285 Maximum Shear Capacity (lb) 23254 3330 3330 3330 9476 3330 6318 6318 6318 7900 4655 SHEAR FS 1.55 2.52 3.68 2.19 1.54 1.75 2.78 2.02 2.87 2.09 3.42 Bearing Required 3.41 1.09 0.75 1.25 1.56 1.56 0.86 1.19 0.84 1.44 1.04 Elastic Modulus (psi) 1,800,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in) 0.46 0.00 0.00 0.00 0.01 0.00 0.03 0.04 0.01 0.05 0.44 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.72 0.10 0.10 0.10 0.12 0.10 0.20 0.20 0.13 0.27 0.63 LIVE LOAD DEFLECTION FS 1.56 31.85 37.39 27.74 8.57 21.50 7.72 5.15 13.65 5.39 1.43 Total Load Deflection (in) 0.69 0.01 0.00 0.01 0.02 0.01 0.04 0.06 0.01 0.09 0.60 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 1.08 0.15 0.15 0.15 0.18 0.15 0.30 0.30 0.20 0.40 0.95 TOTAL LOAD DEFLECTION FS 1.56 29.33 42.74 25.45 8.98 20.38 6.73 4.89 15.61 4.46 1.58 SELECTION GLB Sawn Sawn Sawn LVL Sawn LVL LVL LVL LVL LVL 6 3/4" x 19.5" (2) 2X10's (2) 2X10's (2) 2X10's (3) 9 1/2" (2) 2X10's (2) 9 1/2" (2) 9 1/2" (2) 9 1/2" (2) 11 7/8" (1) 14" 15 Beams (2) Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN PASS PASS PASS PASS PASS PASS PASS PASS PASS LVL (1) 14" LVL (2) 14" Sawn (2) 2X10's Sawn (2) 2X8's LVL (2) 7 1/4" LVL (2) 7 1/4" LVL (2) 7 1/4" LVL (1) 11 7/8" LVL (1) 11 7/8" Shear: 4.86 Moment: 2.09 Moment: 2.18 Shear: 2.89 Shear: 1.37 Moment: 1.14 Moment: 3.15 Shear: 6.09 Shear: 1.34 Name FB-12 FB-13 FB-14 MFB-1 MFB-2 MFB-3 MFB-4 MFB-5 MFB-6 Grade LVL LVL Sawn Sawn LVL LVL LVL LVL LVL LOADING PARAMETERS PASS PASS PASS PASS PASS PASS PASS PASS PASS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)6 16 5 3 6 6 6 8 4.25 Beam Weight (plf) 7.11 14.21 5.55 4.35 7.36 7.36 7.36 6.03 6.03 BEAM SIZING Beam Depth (in)14 14 9.25 7.25 7.25 7.25 7.25 11.88 11.88 Beam Width/Weight 1.75 3.5 3 3 3.5 3.5 3.5 1.75 1.75 UNIFORM LOADING Floor Span (ft) 12 3 3 23 23 14 19 6 6 Roof Span (ft) 0 4 10 0 0 0 0 0 30 Wall Height (ft) 0 8 8 0 0 0 0 0 20 Total Uniform Floor Load (plf) 312 78 78 598 598 364 494 156 156 Total Live Floor Load (plf) 240 60 60 460 460 280 380 120 120 Total Uniform Roof Load (plf) 0 110 275 0 0 0 0 0 825 Total Live Roof Load (plf) 0 80 200 0 0 0 0 0 600 Total Uniform Wall Load (plf) 0 160 160 0 0 0 0 0 400 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- Floor Floor ----- ----- ----- 1 Span/Height (ft) 0 0 0 0 23 26 0 0 0 1 Start Point (ft) 0 0 0 0 3 3.5 0 0 0 1 End Point (ft) 0 0 0 0 6 6 0 0 0 1 Total Partially Uniform Load (plf) 0 0 0 0 598 676 0 0 0 Partially Uniform Load 2 ----- ----- ----- ----- Wall Wall ----- ----- ----- 2 Span/Height (ft) 0 0 0 0 8 8 0 0 0 2 Start Point (ft) 0 0 0 0 3 3.5 0 0 0 2 End Point (ft) 0 0 0 0 6 6 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 160 160 0 0 0 Partially Uniform Load 3 ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 ----- ----- ----- ----- ----- Floor ----- ----- ----- 1 Location (ft) 0 0 0 0 0 3.5 0 0 0 1 Total Load (lb) 0 0 0 0 0 2203 0 0 0 Point Load 2 ---- ----- ----- ----- ----- ----- ----- ----- ----- 2 Location (ft) 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 0 Point Load 3 ---- ----- ----- ----- ----- ----- ----- ----- ----- 3 Location (ft) 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 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 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 Tapered Load at End (plf) 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 957 2898 1296 904 2385 2468 1504 648 2947 Right Reaction (lb) 957 2898 1296 904 3522 4054 1504 648 2947 Max Moment (lb-ft) 1436 11591 1620 678 4548 6252 2256 1296 3131 Max Shear (lb) 957 2898 1296 904 3522 4054 1504 648 2947 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.00 1.00 1.10 1.20 1.00 1.00 1.00 1.00 1.00 Area (in2)24.50 49.00 27.75 21.75 25.38 25.38 25.38 20.79 20.79 Moment of Inertia I (in4)400 800 198 95 111 111 111 245 245 Maximum Bending Stress (lb-ft) 301 1217 455 309 1780 2447 883 378 913 Allowable Bending Stress (lb-ft) 2546 2546 990 1080 2784 2784 2784 2604 2604 Allowable Moment (lb-ft) 12129 24258 3529 2365 7115 7115 7115 8931 8931 MOMENT FS 8.45 2.09 2.18 3.49 1.56 1.14 3.15 6.89 2.85 Allowable Shear Stress (psi) 285 285 180 180 285 285 285 285 285 Maximum Shear Capacity (lb) 4655 9310 3330 2610 4821 4821 4821 3950 3950 SHEAR FS 4.86 3.21 2.57 2.89 1.37 1.19 3.21 6.09 1.34 Bearing Required 0.73 1.10 1.07 0.74 1.34 1.54 0.57 0.49 2.25 Elastic Modulus (psi) 2,000,000 2,000,000 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 2,000,000 Live Load Deflection (in) 0.01 0.13 0.01 0.01 0.09 0.12 0.05 0.02 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.20 0.53 0.17 0.10 0.20 0.20 0.20 0.27 0.14 LIVE LOAD DEFLECTION FS 22.65 4.09 14.29 18.00 2.19 1.66 3.97 11.68 12.98 Total Load Deflection (in) 0.01 0.34 0.02 0.01 0.13 0.17 0.07 0.03 0.02 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.30 0.80 0.25 0.15 0.30 0.30 0.30 0.40 0.21 TOTAL LOAD DEFLECTION FS 25.55 2.37 10.75 20.62 2.30 1.82 4.52 12.97 10.11 SELECTION LVL LVL Sawn Sawn LVL LVL LVL LVL LVL (1) 14" (2) 14" (2) 2X10's (2) 2X8's (2) 7 1/4" (2) 7 1/4" (2) 7 1/4" (1) 11 7/8" (1) 11 7/8" 16 Beams (3) Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN PASS (4) 2x4 FS: 1.15 ------ --- --- COLUMN DIMENSIONS: Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 0 0 MATERIAL SPECS: Material: Doug Fir #2 Doug Fir #2 Depth-x (in): 3.5 5.5 Width-y (in): 1.5 1.5 # Members 4 3 Area (in2):21.00 24.75 Axial Load: 8,401 10 MATERIAL PROPERTIES: Fc 1,350 1,350 E 1,600,000 1,300,000 Emin 580,000 470,000 Lex/dx 30.86 19.64 Ley/dy 0.00 0.00 FACTORS: Cd 1 1 Cf 1.15 1.1 Ke 1 1 Fc* 1,553 1,485 Fce 501 1,002 Cp 0.30 0.54 F'c 462 809 Allowable Load 9,694 20,013 Location: 17 Posts Plan:Bainbridge Date:9/11/2017 Location:BASE PLAN PASS PASS FS: 1.13 FS: 1.12 INPUT W/ slab on grade option Location:FB-1+girder right girder Callout S-48 S-30 Load (lb)21,281 8,401 SPECS Soil Bearing Pressure (psf)1500 1500 Footing Width/Diameter (in)48 30 Footing Length/Diameter (in)48 30 Footing Depth (in)12 10 CALCULATIONS Area Required (ft2)14.19 5.60 Area Provided (ft2)16.00 6.25 SELECTION S-48 S-30 48" Square by 12" Deep Concrete Footing with (6) #4 Bars Each Way 30" Square by 10" Deep Concrete Footing with (3) #4 Bars Each Way 18 Spot Footings