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STRUCTURAL CALCULATIONS - 18-00296 - 2190 Summerfield Ln - New SFR
^16 York Engineering Structural Design (801) 876-3501 9737 5-201 i OF qMM� bIRUGTURAL ENGINEERING ONLY Structural Calculations Princeton SF5B11 Prepared For: KARTCHNER H 0 M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 5/22/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Princeton Location: SFSB 11 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2012 IBC: Roof Loads: Roof Snow Load (psf): Roof Dead Load (psf): Floor Loads: Floor Live Load (psf): Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Steel: 40 15 40 10 D 115 mph for Exposure C 5/22/2018 3000 psi (foundation) to 4000 psi (suspended slab) ASTM A615 Grade 60 Dry & stable granular based, 1500 psf bearing capacity, granular based KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Doug Fir #2 or better ASTM Grade 50 Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefrab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of "Registered Design Professional in Responsible Charge" on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: 1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. If discrepancies are found, the more stringent specification shall be followed. 3. All 2 -ply and 3 -ply beams and headers to be nailed using 16d two rows @ 12" O.C. 4. Contractor shall assure that all materials are used per manufactures recommendations. 5. Site engineering and liability shall be provided by the owner/builder as required. 6. 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. 7. The contractor shall conform to all building codes and practices as per the 2012 IRC 8. Use balloon framing method when connecting floors in split level designs. 9. Provide solid blocking through structure down to footing for all load paths 10. Builder shall follow all recommendations found in all applicable geotechnical reports. 11. Stacking of two sill plates is permitted with 5/8" J -Bolts through both plates. Stacking more than 12. two plates is not permitted without special engineering. 13. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall 14. be used. 15. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. 16. Block all horizontal edges 1 1/2" nominal or wider. 17. 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. Plan: Princeton Idaho Option Date: 5/22/2018 Location: SF5B11 LOCATION Back Front Left Right Interior SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure psf 1500 1500 1500 1500 1500 Weight (k/Ift) 0.03 0.04 0.03 0.03 0.03 BUILDING LOADS Roof Span (ft) 30 30 10 10 0 Floor Span (ft) 22 34 4 4 58 Wall Height (ft) 20 20 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 1.78 2.08 0.58 0.58 1.65 FOOTING SPECS Footing Width in 18 20 18 18 16 Footing Width (ft) 1.50 1.67 1.50 1.50 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/Ift) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.03 2.35 0.83 0.83 1.85 Soil Load (ksf) 1.35 1.41 0.55 0.55 1.39 FOOTING SELECTION F-18 F-20 F-18 F-18 F-16 Plan: Princeton Date: 5/22/2018 Location: SF5B11 Roof Live Load (psf): 40 Roof DeadLoad (psf): 15 Floor Live Load (psf): 40 Floor Dead Load (pat): 10 Exterior Wall Dead Load (pan: 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf 75 SNOW LOAD PARAMETERS Roof Slope (z/12): 7 Roof Pitch (0): 30.26 Total Roof Load (psf): 55.00 Fx V. SEISMIC LOAD PARAMETERS 31.04 33.31 0.00 Fp: 1 R: 6.5 Ss: 1,550 Sus: 1.550 Sas 1.032 Cs: 0.206 Reduction Factor: 1.30 Adjacent Factor: 0.70 Cs: 0.145 SHEAR DISTRIBUTION Base Sheer Force Ib: 9,299 Floor 1 Lateral Force Ib: 0 Floor Lateral Force lb: 4,813 Roof Lateral Force Ib: a eaa LFRooof 50 35 15 8 25,659 5,380 31,039 lor2 37.5 30 8 10 20,276 13,030 33,306 loor 1 50 35 9 10 L620 9.350 16,970 SEISMIC FORCE DISTRIBUTION Hx (ft) W. (kip) Hxx% % Force Total Shear (kip) Fx V. Roof 23.23 Floor2 10.00 Floor 1 1.00 31.04 33.31 0.00 721 66% 6.17 366 34% 9.30 0 0% 9.30 6.17 3.13 0.00 6.17 9.30 6.17 TOTALS 0.01 64.35 1,087 9,299 9.30 Plan: Princeton Date: 5/22/2018 Done with 3rd Car extended garage Location: SF5B11 Shear Wall Allowable Loads (plf) seismic (kips) wind (kips) seismic wind total left/right front/back SW -1 240 336 2nd Floor 6.2 kips 7.0 5.4 SW -1 350 490 1stFloor 3.1 kips 8.3 5.4 SW -2 450 630 Basement 0.0 kips 4.6 3.0 SW -3 585 819 Location Master Bed 2 Bed 3 Rear Left Right Entry/ Famil, 2 Car 3rd Car 3rd Car Rear Left Floor Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Left side 2 2 2 2 2 2 1 1 1 1 1 1 Lines up w/ Width none 17 none none none none none second floor second floor none none second floor second floor Depth 29 11 30 10 29 38 29 29 17 21 12 12 38 29 Area(sgft) 246.5 165 145 29 556.5 38 551 38 551 29 34 31 31 29 50 Force (lb) 1362 912 801 3076 3045 3045 331.5 594 357 186 186 729 872,5 Adj. Force 1366 914 803 3083 3083 3083 580 639 625 333 333 1305 1562 % of floor 22% 15% 13% 50% 50% 50% 19% 20% 326 10% 326 10% 1276 1541 Flr. Diaphragm 390 261 229 881 881 881 166 179 93 41% 49% I ransfered Forces 0 0 0 0 0 93 365 440 'orces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 1366 914 803 3083 3083 0 3083 1366 1946 1717 2342 0 0 3083 3083 Wind (lb) 1199 803 705 2707 3463 3463 1030 1109 326 578 326 4359 4624 Adj. Force 1202 805 707 2713 3506 3506 1007 1085 565 578 2265 4129 % of total 22% 15% 13% 50% 50% 50% 19% 20% 10% 565 10% 2215 4073 Total Wind 1202 805 707 2713 3506 3506 2209 2596 565 565 41% 49% *Shear Wall 5.6 FTW FTW 28 22 25 6.6 4928 7579 Aspect Ratio 0.62 1 6 Portal 12 17.5 29 PSW Adj. Co 1 1 1 0.75 0.86 Frame 1 0.96 1 0.81 0.83 1 0.76 1 1 1 1 Seis Load (plf) 244 110 140 123 295 390 27 Wind Load (plf) 214.6 96.9 159.4 140.2 334.7 432.7 47.1 249 159 Shear Wall SW -2 SW -1 SW -1 SW -1 SW -3 SW 281.6 261.3 *If FTW is shown for Shear Wall, check corresponding Force -3 Transfer talcs SW -1 SW -1 SW -1 Location Right A A A A A A A A Right side Front side Front side Front side Front side Front side Front side Front side Front side A Front side A Front side A Front side Floor 1 1 1 1 1 1 1 1 1 Lines up w/ second floor none none none none none none none none 1 none 1 none 1 none Width 31 0 0 0 0 0 0 0 0 Depth 50 0 0 0 0 0 0 0 0 0 0 Area (sqft) 901.75 0 0 0 0 0 0 0 0 0 Force (Ib) 1614 0 0 0 0 0 0 0 0 0 0 0 Adj. Force 1592 0 0 0 0 0 0 0 p p 0 0 %of floor 51% 0% 0% 0% 0% 0% 0 0% 0 0% 0 0% 0 0% 0 0 Fir. Diaphragm 455 0 0 0 0 0% 0% Fransfered Forces 0 0 0 0 0 0 0 0 0 0 0 orces from Upper 3083 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 4675 0 0 0 0 0 0 0 0 0 0 0 Wind (lb) 4268 0 0 0 0 0 0 0 0 0 0 0 0 Adj. Force 4209 0 0 0 0 0 0 0 0 0 0 0 %of total 51% 0% 0% 0% 0% 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 Total Wind 7715 0 0 0 0 0 0 0% *Shear Wall 22 10 10 10 10 10 10 0 10 0 10 0 0 Aspect Ratio 1 1 1 1 10 10 0 PSW Adj. Co 0.72 1 1 1 1 1 1 1 1 1 1 1 Seis Load (plf) 213 0 0 0 1 0 1 0 1 1 1 1 1 1 Wind Load (plf) 350.7 0.0 0.0 0.0 0.0 0.0 0 0.0 0 0.0 0 0 0 0 Shear Wall SW -1 SW -1 SW -1 SW -1 8W-1 SWA SW -1 SW -1 0.0 SW -1 0.0 SW -1 0.0 SW 0.0 *If FTW is shown for Shear Wall, check corresponding Force Transfer calcs -1 SW -1 Plan: Princeton Date: 5/22/2018 Location: SF5B11 Uplift Calculations Location Master Bed 2 Bed 3 Rear Left Right Entry/ Family 2 Car 3rd Car 3rd Car Rear Left Front side Front side Front side Back side Left side Right side Front side Front side Front side Back side Back side Left side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Seismic (lb) 683 914 402 3083 3083 3083 1946 1171 326 326 747 4624 Wind (lb) 601 805 354 2713 3506 3506 2209 1298 565 565 845 7579 Wall Length (ft) 3 11 2 38 29 29 13 3 12 12 3 Wall Height (ft) 8 8 8 8 8 8 9 9 29 Floor Span (ft) 0 0 0 0 0 0 17 9 9 9 9 Roof Span (ft) 30 30 30 30 4 4 30 0 30 0 30 13 12 2 Wall Load (plf) 160 160 160 160 160 160 180 180 180 30 180 30 180 4 180 Total DL (plf) 231 231 231 231 114 114 294 243 243 282 279 132 Seis.Uplift (lbs) 1474 0 0 0 0 3149 0 1823 0 Wind Uplift (lbs) 1256 0 0 0 0 3530 0 2116 438 MSTC40 MSTC40 STHD14 Portal STHD10 Location Right A A A A A A A A A A A Right side Front side Front side Front side Front side Front side Front side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Seismic (lb) 4675 0 0 0 0 0 0 0 0 0 Wind (lb) 7715 0 0 0 0 0 0 0 0 0 0 0 Wall Length (ft) 31 0 0 0 0 0 0 0 0 0 0 0 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 0 0 Floor Span (ft) 2 2 34 34 34 34 34 34 34 34 9 34 g Roof Span (ft) 4 4 30 30 30 30 30 30 30 30 30 34 30 Wall Load (plf) 180 180 180 180 180 180 180 180 180 180 180 180 Total DL (pin 132 132 345 345 345 345 345 345 345 345 345 345 Seis.Uplift (lbs) 0 Wind Uplift (lbs) 269 STHD10 Client: Shear Wall Callout: Plan: Princeton Seismic Strength (lb/ft): Date: 5/22/2018 Seismic Strength with Reduction (Ib/ft) Location: SF5B11 LOAD PARAMETERS q Field Nailing (in o.c.) Seismic Load (lb): Seismic FS g1q Wind Load (lb): 2.51 805 Left Aspect Ratio: 100 SHEAR WALL SELECTION 100 CONNECTORS Client: Shear Wall Callout: Other SW -1 Seismic Strength (lb/ft): 350 Seismic Strength with Reduction (Ib/ft) 350 Edge Nailing (in o.c.) q Field Nailing (in o.c.) 12 Seismic FS 1.58 Wind FS 2.51 ASPECT RATIO Left Aspect Ratio: 100 Right Aspect Ratio: 100 CONNECTORS Force -Transfer Wall Loratinn r �,.e. Window Strap: CS16 Window Strap Connector: Nails Strap FS 2.56 Bolt Diameter (in): 1/2 Bolt FS Stud Size: Tension (lb) Stress (psi): F'T (psi) Stud FS: E 8 5 2 Front Bed 2 FORCE TRANSFER WALL 83 222 83 183 3 ¢:r All Units lb/ft unless specified 183 83222 25 CS16 --- Nails to Connect 83 6 2.5 11 Dead toad Resistance Load Reaction Location It Seismic: 137 Load #1 160 Uniform Seismic: 137 Wind: 57.1 Load #2 0 0 Wind: 57.1 Load #3 0 0 Load #4 0 0 Shear Wall: SW -1 --- 4" Edge Nailing and 12" Field Nailing Tie -Down: STHD10/RJ Straps: CS16 --- Nails to Connect Bolts: 1/2" Bolts @ 32" O.C. Studs: 2x4 Studs Plan: Princeton Date: 5/22/2018 Location: SF51311 LOAD PARAMETERS Seismic Load (lb): f8, Wind Load (lb): SMEAR WALL SELECTION 206 98 Client: All Units Ib/ft unless specified Other Shear Wall Callout: STHD10/RJ SW -1 Seismic Strength (Ib/ft): 206 350 Seismic Strength with Reduction (lb/ft) 308 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS Load #2 0 0 1.69 Wind FS 2.70 ASPECT RATIO Left Aspect Ratio: 88 Right Aspect Ratio: 880 FS Window Strap: CS16 Window Strap Connector: Nails Strap FS 12.76 0 8 5 2 Front Bed 3 FORCE TRANSFER WALL 98 206 98 183 All Units Ib/ft unless specified 183 Tie -Down: STHD10/RJ 616 ib 98 22 206 98 Bolt Diameter (in): 6 2.2 SW -1 --- 4" Edge Nailing and 12" Field Nailing 10.4 32 Tie -Down: STHD10/RJ Dead Load Resistance Bolt FS 5.0 5.05 2x4 433 Bolts: Studs: CS 16 -- Nails to Connect 1/2" Bolts @ 32" O.C. 2x4 Studs Load Reaction Location Tension (lb): Seismic: 119 Load #1 160 Uniform Seismic: 119 Wind: 44.7 Load #2 0 0 Wind: 44.7 Load #3 0 0 Load #4 0 0 Bolt Diameter (in): 1/2 Shear Wall: SW -1 --- 4" Edge Nailing and 12" Field Nailing Bolt Spacing in o.c.: 32 Tie -Down: STHD10/RJ Bolt Capacity (pl(pig:Straps: Bolt FS 5.0 5.05 2x4 433 Bolts: Studs: CS 16 -- Nails to Connect 1/2" Bolts @ 32" O.C. 2x4 Studs Stud Size: Tension (lb): Stress (psi): 89 F'r (psi) 920 Stud FS: 110.37 Plan: Princeton Date: 5/22/2018 Location: SF5B11 LEFT AND RIGHT Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A -B or C Exposure Category C Section 26.7 L/B upper floor 0.79 LB main floor 0.70 Roof Height 8.46 Mean roof Height 24.2 Truss Span 29 Roof Slope 7/12 Roof Angle (deg) 30.26 Sine= 0.5039 Lower Truss Span 29 Lower roof Slope 7/12 Lower roof Angle (deg) 30.26 Sine = 0.5039 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, pn 28.2 Table 27.6-1 Upper floor, pa 28.1 Table 27.6-1 Main floor, Ph 28.1 Main floor, P. 28.0 Basement floor, Ph 28.0 Basement floor, P. 27.6 Upper Floor (psf) Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (pat) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf) Zone 1 Zone 2 Exposure Adj. Factor 1.000 Load Case 1 -7.7 -11,1 Load Case 2 7.5 -5.3 Lower Roof (psf) Load Case 1 -7.0 -10.1 Load Case 2 6.8 -4.9 Roof Load Roof Height Length Area (ft2) Horizontal Force (lbs) 8.46 38.00 321.4 4123 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft) Horizontal Force (lbs) 8.5 38 50 12 101.5 1181.5 (height) (height) (height) Wall Load Basement 1 1st floor 10 2nd floor 9 ft2 force (lbs) ft' force (lbs) ft' force (lbs) Windward 50 514.9 500 5216.8 342 3579.5 Leeward 50 319.5 500 3205.7 342 2198.9 2nd Floor Diaphragm Shear Total Shear (lbs) 7012 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 15294 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 19923 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 20340 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof (per truss) 11.7 - 50.11 51.35 Low roof (per truss) -13.1 -30.65 -41.00 Lateral (lbs) H1 H2.5 Roof(per truss) 3.7 212.40 110.93 Low roof (per truss) 0.7 1162.76 607.30 Plan: Princeton Zone 2 Exposure Adj. Factor 1.000 -7.7 Date: 5/22/2018 7.5 -5.3 Location: SF5811 -10.1 FRONT AND BAC Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Length Transverse Direction 30.00 253.75 3255 Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings 2nd floor Risk Category II force (lbs) Table 1.5-1 force (lbs) Wind speed 115 force (lbs) Figure 26.5-1 A-B or C 350 Exposure Category C 270 Section 26.7 184.2 L/B upper Floor 1.27 1849.2 270 L/B main floor 1.43 Roof Height 8.46 Mean roof Height 24.2 Truss Span 29 Roof Slope 7112 Roof Angle (deg) 30.26 Sine = 0.5039 Lower Truss Span 29 Lower roof Slope 7/12 Lower roof Angle (deg) 30.26 Sine = 0.5039 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper Floor, ph 27.2 Table 27.6-1 Upper floor, pa 26.5 Table 27.6-1 Main floor, ph 26.5 Main floor, pa 26.4 Basement floor, ph 26.4 Basement floor, P. 26.0 Upper Floor (psf) Relative positioning Net Pressure 16.1 Windward 10.4 Left 8.4 Leeward 5.7 Right 8.4 Main Floor (psf) Net Pressure 15.8 Windward 10.6 Left 7.9 Leeward 5.3 Right 7.9 Basement Floor (psf) Net Pressure 15.7 Windward 10.4 Left 7.9 Leeward 5.3 Right 7.9 Roof (pat) Load Case 1 Load Case 2 Lower Roof (psf) Load Case 1 Load Case 2 Roof Load Roof Height 8.46 Lower Roof Load Lower Roof Height 8.5 Zone 1 Zone 2 Exposure Adj. Factor 1.000 -7.7 -11.1 7.5 -5.3 -7.0 -10.1 6.8 -4.9 Length Area (ft) Horizontal Force (lbs) 30.00 253.75 3255 Upper Length 30 Wall Load Basement ft' Windward 35 Leeward 35 2nd Floor Diaphragm Shear Total Shear(Ibs) Front Wall Length Back Wall Length 1st Floor Diaphragm Shear Total Shear (lbs) Front Wall Length Back Wall Length Basement Diaphragm Shear Total Shear(Ibs) Front Wall Length Back Wall Length Base Wind Shear Hurricane Ties Uplift Roof (per truss) Low roof (per truss) Lateral Roof (per truss) Low roof (per truss) 5427 0 0 10863 0 0 13910 0 0 14185 (lbs) 11.7 -13.1 (Ibs) 108.5 14.1 Lower length Low Roof Length(ft) Area (ft) Horizontal Force (lbs) 35 5 42.291667 492.3 (height) (height) (height) 1 1st floor 10 2nd floor 9 force (lbs) ft2 force (lbs) ft' force (lbs) 365.2 350 3695.4 270 2800.1 184.2 350 1849.2 270 1543.5 Factors of Safety Hi H2.5 50.11 51.39 -30.65 -41.00 H1 H2.5 7.23 3.78 55.81 29.15 LOAD PARAMETERS Plan: Princeton Floor Dead Load Date: 5/22/2018 10 Floor Live Load Location: SF5B11 40 Total Floor Load Moment: 1.13 Moment: 1.1 JOIST SPECIFICATION Truss Joists Boise Cascade Joist Type: 1 Till BCI Joist Series: 2.5 210 6000 Joist Depth (ft): Max Reaction (lb) 11.88 11.88 Joist Span (ft): 3353 18 18 Joist Spacing (in): 19.2 19.2 LOAD PARAMETERS Floor Dead Load 10 10 Floor Live Load 40 40 Total Floor Load 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (plf) 2.8 2.5 Joist Loading (plf) 83 83 Max Reaction (lb) 745 743 Max Moment (ft -Ib) 3353 3341 JOIST DETERMINATION Max Moment 100% (ft -Ib) 3795 3670 Moment FS 1.13 1.10 Max Shear 100% (lb) 1655 1675 Shear FS 2.22 2.26 Bearing Required (in) 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.53 0.54 Allowable Live Load Deflection (in) 0.60 0.60 LL Deflection FS 1.14 1.11 Total Load Deflection Limit 240 240 Total Load Deflection (in) 0.68 0.70 Allowable Total Load Deflection (in) 0.90 0.90 TL Deflection FS 1.32 1.29 1 3/4" Allowable Reaction (lb) 1005 1175 3 1/2" Allowable Reaction (lb) 1460 1425 Plan: Princeton Date: 5/22/2018 Location: SF5B11 LVL (2) 111718" Sawn (2) 2X10's t r.e::;:, ' ::+� LVL (2) 9112" Sawn (2) 2X10's _ LVL (2) 11718- LVL (2) 11 718" Sawn (2) 2X10's LVL (2) 9 112" LVL (2) 117/8" LVL (2) 117/8" Name Grade RS -1 LVL RB -2 .' .e.... 2... RB -3 ....... RB -4 RB -5 RB -5 Extend,d RB -6 RB -7 RS -8 RB -8 Extended LOADING PARAMETERS Sawn LVL Sawn LVL LVL Sawn LVL LVL LVL Floor Live Load (psf) 40 40 40 40 40 40 40 Floor Total Load (psf) 50 50 50 5050 50 50 40 40 40 Roof Live Load (psf) 40 40 40 40 40 50 50 50 Roof Total Load (p.055 55 55 55 55 40 55 40 40 40 40 Wall Lead ( 20 20 20 20 20 55 55 55 55 BEAM SPECIFICATIONS ICATIONS 20 20 20 20 20 Beam Span (ft) 16 11 6 6 9 Beam Weight (plf) 12.06 5.55 9.64 5.55 12.06 9 2.5 6 9 g BEAM SIZING 12.06 5.55 9.64 12.06 12.06 Beam Depth (in) Beam WidthWeight 11.88 3.5 925 9.5 9.25 11.88 11.88 9.25 9.5 11.88 11.88 UNIFORM LOADING 3 3.5 3 3.5 3.5 3 3.5 3.5 3.5 Floor Span (ft) 0 0 0 0 0 0 Roof Span(ft) 5 6 31 4 25 0 0 0 0 Wall Heigh (ft) 4 0 2 4 32 30 0 0 0 Total Uniform Floor Load (plf) 0 0 0 0 3 3 0 0 0 0 Total Uniform Roof Load (pit) 137.5 165 852.5 110 0 687.5 0 880 0 825 0 0 0 Total Uniform Wall Load (plf) 80 0 40 80 60 0 0 0 PARTIALLY UNIFORM LOADING 60 0 0 0 0 Partially Uniform Load 1 - -- Span/Height (ft) 0 0 0 0 `0 Roof Roof Roof I1 Start Point (ft) 0 0 0 0 0 30 25 32 1End Point (11) 0 0 0 0 0 3 0 p 1 Totally Partially Uniform Load (plf) 0 0 02 0 0 0 6 2 2 Partially Uniform Load 2 - - -_ 0 0 0 825 687.5 880 2 Span/Height(ft) 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 p 0 2 End Pant (ft) 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 _ - - 0 0 0 0 0 3 Span/Height (ft) 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (0) 0 0 0 0 0 0 0 0 0 POINT LOADS 0 0 0 0 0 0 Point Load i - I Location (ft) 0 0 0 0 - Roof Roof Roof 1 Total Load (lb) 0 0 0 0 0 0 0 3 2 2 Point Load 2 _ _ _ 0 0 0 3365 2785 3597 2 Location (ft) 0 0 0 _ 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 0 Point Load 3 _ - _ 0 p 0 0 3 Location (ft) 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 TAPERED LOADS 0 0 0 0 Tapered Load Starting Point (ft) 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 2 2 Tapered Load at Start (plf) 0 0 0 0 0 0 0 3 g g Tapered Load at End (plo 0 0 0 0 0 0 165 248 303 REACTIONS R MOMENT 0 0 0 248 83 138 Duration Increase 1 1 1 1 1 1 Left Reaction (lb) Right Reaction( Ib) 1836 938 2706 587 3418 4284 1 1038 1 2784 1 3966 1 5090 Max Moment (lb -ft) 1836 7346 938 2580 2706 4060 587 880 3418 4284 1038 3733 1457 1915 Max Shear (lb) 1836 938 2706 587 7691 3418 9640 648 7274 6386 8208 Cv 1.00 1.00 1.00 1.00 1.00 4284 1.00 1038 3733 3966 5090 G 1.00 1.10 1.00 1.10 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 Area (in) Moment 41.58 27.75 33.25 27.75 41.58 41.58 27.75 33.25 1.00 41.58 1.00 41.58 of Inertia (in) Maximum Bending 489 198 250 198 489 489 198 250 489 489 Stress (p1 -ft) 1071 724 925 247 1121 1405 182 1858 931 1196 Allowable Bending Stress (p1 -ft) 2604 990 2684 990 2604 2604 990 2684 2604 Allowable Moment(lb-ft) 17862 3529 11775 3529 17862 17862 3529 11775 17862 2604 MOMENT FS 2.43 1.37 2.90 4.01 2.32 1.85 5.45 1.62 17862 Allowable Shear Stress (psi) 285 198 285 198 285 285 198 285 2.80 285 2.18 Maximum Shear Capacity (lb) 7900 3663 6318 3663 7900 7900 3663 6318 7900 285 7900 SHEAR FS Beadng 4.30 3.91 2.33 624 2.31 1.84 3.53 1.69 1.99 1.55 Required Elastic Modulus (psi) 0.70 2,000,000 0.77 1,600.000 1.03 2,000,000 0.48 1,600.000 1.30 2,000,000 1.63 2,000,000 0.85 1.42 1.51 1.94 Live Load Deflection (in) 0.15 0,13 0.04 0.01 0.08 0.10 1,600,e00 0.00 2,000,000 2,000,000 2,000,000 Live Load Deflection Limit 360 360 360 360 360 360 360 0.06 0.07 0.09 Allowable Live Lead Deflection (in) 0.53 0.37 0.20 0.20 0.30 0.30 0.08 360 0.20 360 360 LIVE LOAD DEFLECTION IS 3.50 2.91 5.48 26.87 3.94 3.07 49.63 3.26 0.30 0.30 Total Load Deflection (in) 0.35 0.18 0.05 0.02 0.12 0.15 0.00 0.08 4A5 3,52 Total Load Deflection Limit 240 240 240 240 240 240 240 240 0.09 0.12 Allowable Total Load Deflection (in) 0.80 0.55 0.30 0.30 0.45 0.45 0.13 0.30 240 240 TOTAL LOAD DEFLECTION FS 2.29 3.07 5.65 16.49 3.89 3.10 53.78 3.53 0.45 4.76 0.45 3.78 Plan: Date: Location: Princeton 5/222018 SF5811 S JZ - "7n (2) 2X10's 5 (2) 2X10'. Sawn (2) 2X10's Hawn (2) 2%10'. S wn (2) 2X10'. LVL (i) 11 7/e' LVL (2) 9 12' LVL (2) 91LVL (]) 912' Name Grade RBA Sawn RB9Option C Sawn RS -10 Sawn REAL..1-' UFB-1 UFB.2 UFS-3UFB3 Op0onC UFB-4Opt!on A LVL (2) 9112" 3x -...r Lo UFB-40pl1-13 LVL (2) 9 1l2" UFB4 OpOonC LOADING PARAMETERS Sawn Sawn LVL LVL LVL LVL LVL LVL Floor Live Lead (pat) 40 40 40 40 40 Floor Total Load lost) 50 50 50 50 40 40 40 40 40 40 Roof Live Load (psf) 40 40 40 40 50 40 50 50 50 50 50 50 Roof Total Load (ost) 55 55 55 55 40 40 40 40 40 40 Wall Load 20 20 20 20 55 20 55 55 55 55 55 55 BEAM SPECIFICATIONS CIF 20 20 20 20 20 20 Beam Span (ft) 4 4 4 3 3 .0 Beam Weight (plf) 5.55 5.55 5.55 5.55 5 5.55 fi.03 8 9.64 6 6 6 6 BEAM SIZING Beam Depth (in) Beam Widfl Weight 9.25 9.25 9.25 9.25 9.25 11.88 S. 9.64 9 .64 9.69 9.64 UNIFORM LOADING 3 3 3 3 3 1.]5 3.5 3.5 3.5 9.5 3.5 9.5 3.5 Floor Span (ft) 0 0 12 12 Roof Span(ft) 4 10 10 4 0 0 12 12 17 17 17 Wall Height ($) 10 71 30 0 5 5 Total Uniform Floor Load (plf) 0 0 O 0 11 11 0 g 5 Total Uniform R -f Load (pit) 110 275 275 1 110 300 0 300 300 300 425 425 425 Total Uniform Wall Load (plf) 200 0 40 220 0 825 0 13].5 137.5 137.5 PARTIALLY UNIFORM LOADING 0 220 220 0 120 100 Partially Umform Load 1 - - iSpan/Height(ft) 0 0 _ 0 _ 0 - Roof Roof Roof Roof 1 Start Point (ft 0 0 0 0 34 0 0 30 30 30 8 1 End Point (ft) 0 0 0 0 i 0 0 4 0 2.5 0 1 Totally Partially Uniform Load (pit) O 0 0 0 3 0 0 6 2 4 2 Partially UnHorm Load 2 _ - 935 0 0 825 825 825 165 2 SpaNHeight (ft) 0 0 0 - Wall Wall - 2 Start Point (ft) 0 0 0 0 0 0 0 11 5 0 2 End Point (ft) 0 0 0 0 0 0 0 0 0 2.5 0 2 To/a1 Partially Uniform Loatl (plf 0 0 0 0 0 0 0 0 2 4 0 Partially Uniform Load 3 0 0 0 0 220 100 0 3 Span/Heigh (ft) 0 _ - - Wall - 3 Start Point (ft) 0 0 U O 0 0 0 0 0 5 0 O 3 End Pant (ft) 0 0 0 0 0 0 0 2 0 D 3 Total Partmlly Un9orm Load (oll) 0 0 0 0 0 0 0 fi 0 0 POINT LOADS 0 0 0 0 0 160 0 0 Point Load 1 1 Location (ft) 0 - 0 - 0 0 Roo! Roof Roof Roof Roof 1 Total Load (Ib) 0 0 0 0 p 0 4 2 23 2 Paint Lead 2 - - 2706 0 3365 2706 1038 2784 2 Location (ft)0 0 - 0 - - - - Roof 2 Total Load (M) 0 0 U 0 0 0 D 0 4 0 Point Lead _ - - - 0 0 0 0 0 1038 0 3 Location (ft) 0 0 - - - - 3 Total Load (Ib) 0 0 0 00 0 0 0 0 0 0 TAPERED LOADS 0 0 0 0 0 0 0 Tapered Load Starting Point (ft) 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 Tapered Load at Stan(plf) 0 0 0 0 0 0 0 4 0 p 2 Tapered Load at End (plf) 0 0 0 0 0 0 0 138 0 0 110 REACTIONS MOMENT 0 0 0 248 0 0 193 Ouration Increase 1 1 1 1 Left Reaction (lb) 631 561 fi41 342 1 3216 1 612 1 1 1 1 1 RightReaction Ib 631 561 6414395 342 2937 612 4064 3474 5398 3952 Max Moment 0b -ft) 631 561 641 299 2818 672 4064 5488 3234 3962 3054 W54 Max Shear (11b) 631 1.00 561 1.00 641 1.00 342 1.00 3216 1.00 612 6096 4064 8268 5488 7422 5396 7191 3952 6674 4395 G 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area (ni') 27.75 27.75 27.75 27.75 27.75 20.79 1.00 1.00 1.00 1.00 1.00 Moment of Inertia 1(0) 198 198 198 198 198 245 33.25 33.25 33.25 33.25 33,25 Maximum Sending Suess (Ib -ft) 177 157 180 84 790 250 250 250 250 250 Allowable Bending Stress (Ib -ft) 990 990 990 990 178 1389 1884 1692 1639 1521 Allowable Moment (Ib -ft) 3529 3529 3529 3529 990 3529 2604 2684 2684 2684 2684 2684 MOMENT FS 5.59 6.29 5.51 11.80 1.25 8931 14.59 11775 11775 11775 11775 11775 A lmwible Shear Stress (psi) 198 198 198 198 198 285 1.93 1.42 1.59 1.64 1.76 Maximum Shear Capacity(Ib) 3663 3663 3663 3663 3663 3950 285 285 285 285 285 SHEAR FS 5.80 6.53 5.71 10.70 1.14 6.45 6318 6318 6318 6318 6318 Bearing Required 0.52 0.46 0.53 0.28 2.65 0.47 1.55 1.15 1.17 1.60 1,44 Elastic Modulus (psi) 1,600,000 1,600,000 11600,000 1,600,000 1,600,000 2,000,000 1.55 2,000,000 2.09 21000,000 2.06 1.51 1.67 Live Load Deflection (in) 0.00 0.00 0.00 0.00 0.01 0.00 2,000,000 2,000,000 2,000,000 Live Load Deflection Limit 360 360 360 360 360 360 0.05 OAS 0.06 0.06 0.06 Allowable Live Load Deflection (in) 0.13 0.13 0.13 0.12 0.10 0.13 360 360 360 360 360 LIVE LOAD DEFLECTION FS 90.70 3628 36.28 135.52 10.40 46.70 0.20 0.20 0.20 0.20 020 Total Load Deflection (in) 0.01 0.01 0.01 0.00 0.01 0.00 4.04 3.13 328 3.28 3.52 Total Load Deflection Limit 240 240 240 240 240 240 0.0a 0.10 0.09 0.09 0.08 Allowable Total Load Deflection (in) 0.20 020 0.20 0.18 0.15 0.20 240 240 240 240 240 TOTAL LOAD DEFLECTION FS 34.49 38.79 33.95 83.16 0.30 0.30 0.30 0.30 0.30 10.45 54.94 3.76 3.02 3.35 3.28 3.65 2 Plan: Princeton 750 0 0 700 0 0 275 0 0 0 0 0 0 0 0 Date: 5/2211018 0 0 0 0 0 0 0 0 0 Location: SF5B11 0 0 0 0 0 0 0 0 0 LVL (3) 11 718" Sawn (2) 2X1 O's Sawn (2) 2X10's LVL (3) 14" LVL (2)11 718" GLB 5118• x 19.5" LVL (2) 9112" LVL (3)17 7/8" LVL (i) 11718" 0 UFB-5 2.67 UFB-6 Shesr 2 71 1 39 Moment. 1 58 Mcmenl. 1.37 Sm. a� :' 7' Lv De lc,cr' -:630 Sl,-.937Name Grad. LVL Sawn UFB-7 Sawn UFB-8 UFB-9 UFB-10 UFB-11 MFB-1 MFB-2 LOADING PARAMETERS 0 0 0 LVL LVL GLB LVL LVL LVL Floor Live Load (psf) 40 40 40 40 40 40 3529 3529 36387 Floor Total Load (psf) 50 50 50 50 5.23 1.39 40 40 40 Roof Live Load (psf) 40 40 40 40 50 50 50 50 50 Roof Total Load (psf) 55 55 55 11850 40 40 40 40 40 Wall Load (ps() 20 20 20 55 20 55 55 55 55 55 BEAM SPECIFICATIONS 2,000,000 2,000,000 1,800,000 2,000,000 20 20 20 20 20 Beam Span (ft) 13 3 2 12 13 21 360 360 360 Beam Weight (plf) 18.09 5.55 5.55 21.32 12.00 6 2426 6 13 3 BEAM SIZING 1.67 5.66 1.75 0.01 0.00 0.27 9.64 18.09 6.03 Beam Depth (in) 11.88 9.25 9.25 14 11.88 19.5 9.5 0.15 0.10 Beam WidthlWeight 5,25 3 3 5.25 28.18 64.47 2.19 11.88 11.88 UNIFORM LOADING 2.05 3.5 5.125 3.5 5.25 1.75 Floor Span (ft) 29 30 12 14 18 30 28 11 Roof Span (ft) D 0 30 30 10 9 0 0 0 Wall Height (ft) 8 8 11 4 8 8 0 n Total Uniform Flcor Loatl 11.1) ^ Total Uniform Roof Load PI) Total Uniform Wall Load (p0) PARTIALLY UNIFORM LOADING Partially Uniform Load 1 1 Span/Height (ft) 1 Start Point (ft) 1 End Point (ft) 1 Totally Partially Uniform Load (pit) Partially Uniform Load 2 2 Span/Height(ft) 2 Start Point (ft) 2 End Point (ft) 2 Total Partially Uniform Load (plf) Partially Uniform Load 3 3 Span/Height (ft) 3 Start Point (ft) 3 End Point (ft) 3 Total Partially Uniform Load (pit) POINT LOADS Point Load 1 1Location (ft) 1 Total Load (Ib) Point Load 2 2 Location (ft) 2 Total Load (lb) Point Load 3 3 Location (ft) 3 Total Load (lb) TAPERED LOADS Tapered Load Starting Point (ft) Tapered Load Ending Point (ft) Tapered Load at Start (pit) Tapered Load at End (pit) REACTIONS & MOMENT Duration Increase Left Reaction (lb) Right Reaction (lb) Max Moment (Ib -ft) Max Shear (lb) C„ Cr Area (in') Moment of Inertia I Maximum Bending Stress (Ib -ft) Allowable Bending Stress (Ib -ft) Allowable Moment (Ib -ft) MOMENT FS Allowable Shear Stress (psi) Maximum Shear Capacity (lb) SHEAR FS Bearing Required Elastic Modulus (psi) Live Load Deflection (in) Live Load Deflection Limit Allowable Live Load Deflection (in) LIVE LOAD DEFLECTION FS Total Load Deflection (in) Total Load Deflection Limit Allowable Total Load Deflection (in) TOTAL LOAD DEFLECTION FS 725 750 300 0 0 825 160 160 220 0 0 0 0 0 0 0 0 0 0 0 0 0 _0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5870 5870 19078 5870 1.00 1.00 62.37 734 1854 2604 26793 1.40 285 11850 2.02 1.49 2,000,000 0.26 360 0.43 1.69 0.40 240 0.65 1.63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 350 825 80 Roof -30 0.25 5.25 -825 Wall 6 5.25 12 120 0 0 0 0 Roof 0.25 2706 Root 5.25 2706 0 0 0 0 0 0 275 160 4Du 247.5 160 750 0 0 700 0 0 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a O o_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n 2279 1 1 i 1 1 1 1 1373 1351 8878 3355 9259 2279 4668 1373 1351 8535 3355 9259 2279 4668 1030 675 26086 11323 48607 3418 15170 1373 1351 8878 3355 9259 2279 4668 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.10 1.10 1.00 1.00 1.00 1.00 1.00 27.75 27.75 73.50 41.58 99.94 33.25 62.37 198 198 1201 489 3167 250 734 289 189 1825 1650 1796 779 1474 990 990 2546 2604 2400 2684 2604 3529 3529 36387 17862 64959 11775 26793 3.43 5.23 1.39 1.58 1.34 3.44 1.77 198 198 285 285 265 285 285 3663 3663 13965 7900 17656 6318 11850 2.67 2.71 1.57 2.35 1.91 2.77 2.54 1.13 1.11 2.25 1.28 2.78 0.87 1.19 1,600,000 1.600,000 2,000,000 2,000,000 1,800,000 2,000,000 2,000,000 0.00 0.00 0.18 0.19 0.42 0.04 0.25 360 360 360 360 360 360 360 0.10 0.07 0.40 0.45 0.70 0.20 0.43 28.66 69.10 2.23 2.43 1.67 5.66 1.75 0.01 0.00 0.27 0.38 0.68 0.04 0.32 240 240 240 240 240 240 240 0.15 0.10 0.60 0.68 1.05 0.30 0.65 28.18 64.47 2.19 1.76 1.54 6.71 2.05 0 0 0 0 0 0 0 0 0 0 1 422 422 316 422 1.00 1.00 20.79 245 92 2604 8931 28.25 285 3950 9.37 0.32 2,000,000 0.00 360 0.10 120.76 0.00 240 0.15 141.80 Plan: Princeton Date: 5/22/2018 Location: SF51311 MATERIAL PROPERTIES: 6x6 POST (5) 2x4 F, FS: 9.6 FS: 1.05 Location: Front Porch UFB-5/ MFB-1 Emirs --- Right COLUMN DIMENSIONS: 19.64 30.86 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 9 0 MATERIAL SPECS: 1.1 1.15 Material: Doug Fir #2 Doug Fir #2 Depth -x (in): 5.5 3.5 Width -y (in): 5.5 1.5 # Members Z 1 5 Area(in : 30.25 26.25 Axial Load: 1,876 11.571 MATERIAL PROPERTIES: F, 700 1,350 E 1,300,000 1,600,000 Emirs 470,000 580,000 Lex/dx 19.64 30.86 Ley/dy 19.64 0.00 FACTORS: Cd 1 1 Cf 1.1 1.15 Ke 1 1 Fc* 770 1,553 Fce 1,002 501 Cp 0.77 0.30 Fb 596 462 Allowable Load 18,014 12,118 Plan: Princeton Date: 5/22/2018 Location: SF5B11 FS 1.17 FS Callout 5-36 S-48 Load (lb) 11 571 11 — SPECS Soil Bearing Pressure (pso 1500 1500 Footing Width/Diameter (in) 36 48 Footing Length/Diameter (in 36 48 Footing Depth (in) 10 12 CALCULATIONS Area Required (fz) 7.711 1.84 Area Provided (ft)9.00 16.00 36" Square by 10" Deep 48" Square by 12" Deep Concrete Footing with (4) Concrete Footing with (6) #4 Bars Each Way 94 Bars Each Wav