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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00544 - 776 S 2275 W - New SFRYork LEngineering Structural Design ( 8 0 1 ) 876-3501 Structural Calculations Davenport B Summerfield Subdivision Rexburg, ID Prepared For: KARTCHNER H O M E S Kartchner Homes 601 W. 1700 S. Bldg B Logan Utah 84321 435.755.9530 September 1, 2017 Structural Calculations September 1, 2017 For: Kartchner Homes Plan #: SF7138 Location: Summerfield Subdivision From: York Engineering Inc. 2329 W. Spring Hollow Rd. Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IRC: Roof Load; Roof Live Load (PSF) 40 Dead Load (PSF) 15 Floor Load; Live Load (PSF) 40 Dead Load (PSF) 10 Seismic Zone: D Wind Speed: 115 mph ult. (90 mph basic) Exposure C or 130 mph ult. (100 mph basic) Exposure B Material Properties & Assumptions Concrete (fc'): 3000 psi(found.) to 4000 psi (susp. slab) Concrete Reinforcement: ASTM A615 Grade 60 & Grade 40 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 minimum of 25' Dimensional Lumber: Hem or Doug Fir #2 & BTR Steel: ASTM A36 Use Simpson 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. Roof Truss and beam system 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 contractor shall verify all conditions, dimensions and structural details of the drawing. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all horizontal edges 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 & over rim joist between floors and nail to rim and wall plates 6" O.C. 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. Use Simpson A35 ties each cantilevered joist to sill or top plate. 3. Use Simpson Hl, H2.5 or equiv. ties each end of each buss. 4. Use 1/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over 8' high. Use 3" x 3" x 1/4" washers 5. If discrepancies are found, the more stringent specification shall be followed. 6. All multiple beams and headers to be nailed using 16d two rows 12" O.C. 7. Contractor shall assure that all materials are used per manufactures recommendations. 8. Site engineering and liability shall be provided by the owner/builder as required. 9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers. 10. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil and that 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 set back requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. 10. The contractor shall conform to all building codes and practices as per the 2015 IRC. 11. Use balloon framing method when connecting floors in split level designs. 12. Nail all shear walls to floorjoist using 2: 16d 16" O.C. Add additional floor joist as reqd. 13. Provide joist and rafter hangers as per manufacturers' specifications. 14. Foundation steps shall not exceed 4 feet or '/2 the horizontal distance between steps. Horz. re -bar shall be 12" O.C. through step downs and extend 48" either side of step 15.If garage return walls are less than 32" wide then extend headers across return walls with 2 king studs on either end extending from the top of the header to the bottom plate or install (2) MST 36 straps each end of header extend across wing walls. 16. Use a minimum of 2-9 ''/a" LVLs for all headers carrying girder loads. 17. Use 1 1/8" wide timberstrand or equiv. for all rim joist 18. Provide solid blocking through structure down to footing for all load paths. 19. Builder shall follow all recommendations found in all applicable Geotechnical reports. 20. 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 21. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI concrete shall be used. Plan: Davenport Date: 2/15/2017 Location: SF768 Footing Calculations back front left Concrete Specs 0.67 Density (pcf) 150 Strength (psi) 2500 Clear Cover Thickness (in) 3 Foundation 0.67 Height Above Grade (ft) 0.67 Height Above Grade (in) 8 Wall Thickness (ft) 0.67 Thickness (in) 8 Weight (kips/Ift) 0.07 Footing Specs 1.67 Width (ft) 1.67 Width (in) 20 Height (ft) 0.83 Height (in) 10 Weight (kips/Ift) 0.21 Area per Ift 1.67 Soil Specs 10 Density (pcf) 125 Soil Pressure (psf) 1500 Weight (kips/Ift) 0.04 Building Loads 1.33 Roofspan 40 Roof (kips/Ift) 1.10 Wall Height (ft) 18 Wall Load (kips/Ift) 0.36 Floor span 40 Floor Loads (kips/Ift) 1.00 Total (kips.lft) 2.46 Calculations 10 Total Weight on Soil (kips) 2.74 Soil Load (ksf) 1.64 Required Footing Width (in) LU Required Footing Depth (in) 10 150 2500 3 right interior 150 150 150 2500 2500 2500 3 3 3 0.67 0.67 0.67 0.08 8 8 8 1 0.67 0.67 0.67 0.67 8 8 8 8 0.07 0.07 0.07 0.01 1.67 1.67 1.67 1.33 20 20 20 16 0.83 0.83 0.83 0.83 10 10 10 10 0.21 0.21 0.21 0.17 1.67 1.67 1.67 1.33 125 125 125 125 1500 1500 1500 1500 0.04 0.04 0.04 0.00 40 10 10 10 1.10 0.28 0.28 0.28 12 14 14 20 0.24 0.28 0.28 0.30 8 18 2 18 0.20 0.45 0.05 0.45 1.54 1.01 0.61 1.03 1.82 1.28 0.88 1.20 1.09 0.77 0.53 0.90 2U 2U 2U 7U 10 10 10 10 Plan: Davenport Date: 211512017 Location: SF4B8 Seismic Calculations (wl basement only) Loading Summary Floor Dead Load (psf) 10 Floor Live Load(psf) 40 Walls (Ext)(psf) 20 Roof LL(psf) 40 Walls (Int)(psf) 10 Roof DL(psf) 15 Roof Dead Load(psf) 15 Roof Slope 7 112 Exterior combination Snow Load Reduction Seismic Parameters Slope 30.26 V=Cs'W/1.4 Snow 40.00 Fa= 1 Table 11.4-1 Pitch over 20 R= 6.5 table 1617.6 Rs Ss= 1.772 Reduction Sms= 1.77 eq. 16-16 L.L.- Reduction 40.00 Sds= 1.18 eq 16-18 Total Load 55.00 Cs= 0.218 per eq. 16-49 Adj. Factor 1.4 Cs= 0.1556 Roof Length W(psf) Lb/ft Width W(lb) 26 23 598 50 29900 roof wall 6840 Total Mass Tributary to Roof Levels = 36740 Shear (V)(lbs) Roof Levels = 5718 Floor Length W(psf) Ib/ft Width W(lb) 26 10 260 50 0 wall height 0 6840 Total Mass Tributary to Floor 2= 0 Shear (V)(lbs) Floor Levels = 0 Flood Length W(psf) Ib/ft Width W(lb) 26 10 260 50 6370 wall height 9 14440 Total Mass Tributary to Floor 1= 20810 Shear (V)(lbs) Floor Levels = 3239 Floor 1 Lateral Force 3239 Floor Lateral Force U (toot Lateral Force b718 1 otal seismic mass = blbbu Iota[ Lateral Force = 8968 Seismic Force Distribution "' Roof Sections'"" H(x) W(x) kip W(x)H(x) % Force Total Sheer I Roof 21.0 37 772 88.12% 7.8918856 Floor 1 5.0 21 104 11.86% 6.9b61tlbb Floor2 U.0 U U U.UU% /.89188bb Totals 58 876 1 V1sum(WI-HI) = U.U1U23 1 otal Shear (IUS) = 8968 basement sneer wall F(total) Length Total Load (kips) 9.0 Shear Wall Load (pit) right Side 4.b 20 224 lett side 4.b 5u 9U iron( 4.b 26 112 back 4.b 20 224 door i Sneer Wan 1 -(total) Length Total Load (kips) 7.9 Shear Wall Load (plf) right side 3.9 38 11.14 lett side 6.0 13 02 front 3.9 15 263 back 3.9 25 lb8 door 2 Sneer Wall F(total) Length Total Load (kips) 7.9 Shear Wall Load (pit) rlgnl side 3.9 10 Not Applicable lett side 3.9 10 Not Applicable iron( 3.9 10 Not AppllCable back 3.9 1U Not Applicable Plan: Davenport Date: 2115/2017 Location: SF4B8 seismic(kips) wind (kips) tole[ IeOMgh[ fronVback 2nd Floor 0.0 kips 0.0 0.0 fat Floor 7.9 kips 9.4 18.4 Basement 1.1 kips 1.9 3.5 Location A A A A A A A Front side Front side Front side Backside Backside Backside Backside Floor 1 1 1 1 1 1 1 Lines up w/ none none none none none none none Width 0 0 0 0 0 0 0 Depth 0 0 0 0 0 0 0 Area (soft) 0 0 0 0 0 0 0 Force Ob) 0 0 0 0 0 0 0 Adj. Farce 0 0 0 0 0 0 0 %of floor 0% 0% 0% 0% 0% 0% 0% 'ransfered Forces 0 0 0 0 0 0 0 orces from Upper #VALUE! #VALUEI #VALUE! #VALUE! #VALUEI #VALUE! #VALUE! Total Seismic #VALUE! #VALUEI #VALUE! #VALUE! #VALUE! #VALUEI #VALUE! Wind (1b) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of total 0% 0% 0% 0% 0% 0% 0% Total Wind #VALUE! #VALUEI #VALUEI #VALUE! #VALUE! #VALUE! #VALUEI Shear Wall 10 10 10 10 10 10 10 Load(plf) #VALUEI #VALUEI #VALUE! #VALUE! VALUE! #VALUE! #VALUEI Wind Load (pit) #VALUEI #VALUEI #VALUE! #VALUE! VALUE! #VALUEI #VALUEI "" If psw or #w is shown for Shear Wall, check corresponding Perforated, or Farce Transfer celce Location A A A A A A A Back side Backside Backside Backside Backside Backside Back slde Floor 1 1 1 1 1 1 1 Lines up w/ none none none none none none none Width 0 0 0 0 0 0 0 Depth 0 0 0 0 0 0 0 Area(sg0) 0 0 0 0 0 0 0 Force (Ib) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of floor 0% 0% 0% 0% 0% 0% 0% 'ransfered Forces 0 0 0 0 0 0 0 orces from Upper #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI Total Selsmlc #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! Wind (1b) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %oftotal 0% 0% 0% 0% 0% 0% 0% Total Wind #VALUE! #VALUEI #VALUEI #VALUE! #VALUE! #VALUEI #VALUEI Shear Wall 10 10 10 10 10 10 10 Load(plf) #VALUE! #VALUEI #VALUE! #VALUEI #VALUEI #VALUE! #VALUE! Wind Load (pit) #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI "" If psw or 11w Is shown for Shear Wall, check corresponding Perforated, or Force Transfer cries Location A A A A A A A Backside Backside Backside Backside Backside Backside Backside Floor 1 1 1 1 1 1 1 Lines up w/ none none none none none none none Width 0 0 0 0 0 0 0 Depth 0 0 0 0 0 0 0 Area(sq#) 0 0 0 0 0 0 0 Forces (Ib) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of floor 0% 0% 0% 0% 0% 0% 0% 'ransfered Forces 0 0 0 0 0 0 0 orces from Upper #VALUE! VALUE! #VALUE! #VALUEI #VALUEI #VALUE! #VALUE! Total Seismic #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Wind ([b) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of total 0% 0% 0% 0% 0% 0% 0% Total Wind #VALUE! #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI #VALUE! Shear Wall 10 10 10 10 10 10 10 Load(plf) #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI Wind Load (pit) #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI "" If psw or #w is shown for Shear Wall, check corresponding Perforated, or Force Transfer cales wall height loft Force Transfer N 64 lb/ft n 0 r 2 It 495 Ib/ft 641b/ft 1856 lbs 176.0 psi Ft 1856 lbs m 840 psi Bolts 1/2 in v L Spacing 32 in 373 Ib/ft m 6 ft 373 Ib/([ C 0 O width 7.5 it N D 641b/ft Fo 2 It 495 Ib/ft 64 lb/ft B 4500 lbs < Wind stud 3168 Ins < Seismic 176.0 psi Ft 525 psi Ft 840 psi Bolts 1/2 in Spacing 32 in Capacity 281.251bs/ft F.S. 1.42 4.25 ft wall length 16.0 ft 4.25 ft 4 1980 Ibs 1980 Ibs Tension 1386.0 lbs stud 2X6 stress 176.0 psi Ft 525 psi Ft 840 psi F.S. 4.77 Tie Down MST48 Location Inter -floor F.S. 1.64 Window CS 16 connection Nails F.S. 0.92 Aspect ratio left 100.0% right 100.0% Shear Wall selection SW -1 350 Ibs/ft 4" edge nailing & 12"feld nailing w/ reduction 350.0 It Seismic F.S. 0.71 wall height 9 ft A Perforated Shear Wall rn L 182 Ib/ft 3 ft 1821b/ft 'c 0 0 width g ft 4 ft wall length 16.0 ft 4 ft 4 1636 lbs 1636 lbs 1500 1b, Wind Bolts 1/2 in 1454 Its Seismic Spacing 32 in Capacity 281.25 lbs/ft F.S. 3.09 Tension 572.5 lbs stud 2X6 stress 72.7 psi Ft 525 psi Ft 840 psi F.S. 11.55 Tie Down STHD14 Location Corner F.S. 2.33 Aspect ratio left 88.89% right 88.89% Perforated Shear wall reduction opening height 3 %sheathing 50.00% C. 1.00 Shear Wall selection PLR 240 lbs/ft 6" edge nailing & 12"field nailing w/ reduction 213.3 lbs/ft Seismic F.S. 1.17 Wind F.S. 1.79 Wall Height,h Maximum r h/3 0.33 Plan: Davenport Data 211512017 Location: SF4B8 Wind Load Wind Loading Calculations using Main Windforce-Resisting System(MWFRS) Longitudinal Direction 64 6.28 Wind Daek, Coefficient. 4719 P=wind load'exp coeWks 4782.38 P=Design Pressure Fares(to.) Horizontal Wind Load From Figure 28.6-1 8182 Wall Load (psf)= 10.00 3942 end zone (A) 23.6 12124 Interior zone (C) 18.8 Fame(Iblh) Roof Load(psg= 17.13 89 end zone (8) 16.1 611 Interior zone (D) 12.9 700.581 Vertical Wind Load from figure 28.6-1 Wind Load Force(Iba) Roof Load (psQ= TRUE 15 and zone windward(E) 1.8 0 end zone leeward (F) -8.7 262 interior zone windward (G) 0.6 0 interior zone leeward (H) -12.3 Not Applicable Exposure Coefficient from figure 28.6-1 Not Applicable 1.21 Appy Load combination factor (ASCE 7-10 2.4.1 0.6 Wind Speed• 115 Roof Height 14.00 E...... C Mean roof He 14 Shear Wall Loads (pit) Truss Span 48 Wind Load oc Roof Slope= 7112 Roof Angie flap- 30.26 Sine=0.5039 Minimum Pressure P=wind load'exp coerlw Adjusted hodzontal wall interior 13.65 13.65 horizontal wall and zone 17.13 17.13 horizontal roof interior 9.37 10.00 horizontal rear end zone 11.69 11.69 vertical end be windward 1.31 1.31 vertical end zone leeward .6.32 0.00 vertical interior zone windward 0.44 0.44 vertical Interior zone leeward .8.93 0.00 .4'1-Imean 8.4 .Phase 2.6 End Zone Width (8) 2.6 2nd storyEnd Zone Width (it) Interior Zone Width (it) 44.8 2nd Storylnterior Zone Within (it) 0.6 Hip Roof Load Wan Load Vertical Force Floor 2 Diaphragm Shear Total Shear(Ibs) Front Wall Length Back Wall Length End Interior End Interior End Interior Want 2.6 44.8 Area 700 394.24 Width 2.6 44.8 Width and zone windward 3 leeward 3 interior zone windward 45 leeward 45 Flood Diaphragm Shear Total Shear (lbs) Frani Wall Length Back Wall Length basement Diaphragm Shear Total Shear(Ibs) Front Wall Length Back Wall Length Critical Wall Length (g, Front Wall Dead Load (pig= Front Wall Critical Length (it)= Sack Wall Dead Load (pIQ= Back Wall Critical Length (ft)= 12124 10 10 18429 15 25 21932 26 20 Height Wind Load Force(&be) 1.4 17.13 64 6.28 13.65 4719 Sum = 4782.38 Wind Load Fares(to.) 11.69 8182 10.00 3942 T(Azl 12124 Height Wind Load Fame(Iblh) 1.0 17.13 89 1.00 13.65 611 Sum= 700.581 hang h Wind Load Force(Iba) 11.70 TRUE 15 11.70 FALSE 0 11.70 TRUE 262 11.70 FALSE 0 Shear Wall Loads (pIQ Not Applicable Not Applicable Shear Wall Loads (pig 614 369 Shear Wall Loads (pit) 422 548 0 Total 11307 -74 Total (pig 74 0 45 2.6 44.8 2nd Star Fares per 89.095 611.47 700.58 Plan: Davenport Dale: 2/1512017 Location: SF4B8 Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Wind Design Coefficients P=wind load'exp coeff'Iw P=Design Pressure Horizontal Wind Load From Figure 28.6-1 Wall Load (psq= end zone (A) 23.6 interior zone (C) 18.8 Roof Load(psp= end zone (B) 16.1 interior zone (D) 12.9 Vertical Wind Load from figure 28.6.1 Raaf Load (psi) - end zone windward (E) 1.8 end zone leeward (F) -8.7 Interior zone windward (G) 0.6 interior zone leeward (H) -12.3 Exposure Coefficient from figure 28.6-1 1.21 Apply Load combination factor (ASCE 7-10 2.4. It 0.6 Wad Speed • 115 Roof Height 14 Exposure C Wall Height 14 Truss Span 48 Roof Step. = 7112 Reef Angle (deg), 30.26 Sine = 0.5039 Minimum Pressure P=wind load'exp coeff'lw Adjusted horizontal well interior 13.65 13.65 horizontal wall end zone 17.13 17.13 horizontal roof interior 9.37 10.00 horizontal root end zone 11.69 11.69 vesical end zone windward 1.31 1.31 vertical end zone leeward 6.32 0.00 vertical interior zone windward 0.44 0.44 vertical interior zone leeward -8.93 0.00 End Zone Width (fi) 2.6 2nd storyEnd Zone Width (ft) 2.6 Interior Zone Width (ft) 20.8 2nd Slorylnterior Zone Width (ft) 20.8 Oebie Roof Load Width Height Wind Load Force (lbs) End 2.6 1.4 17.13 64 Interior 20.8 6.28 13.65 2191 Sum = 2254.602 Area Hip Roof Load End 364 11.69 4255 Interior 183.04 10.00 1830 Total 6085 2nd Story Well Load Width Height Wind Lead Force fibs) End 2.6 1.0 17.13 89 89.09472 Interior 20.8 1.00 13.65 284 283.89504 Sum= 372.9898 372.98976 Ver6m1 Force Width length Wind Load Fame (lbs) end zone windward 3 56.20 TRUE 73 leeward 3 56.20 FALSE 0 interior zone windward 21 56.20 TRUE 584 leeward 21 56.20 FALSE 0 Floor 3 Diaphragm Shear Shear Wall Loads (plf) Total Shear(Ibs) 6085 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Floors Diaphragm Shear Shear Wall Loads (pin Total Shear(Ibs) 9442 Left Wall Length 13 363 Right Wall Length 38 124 basement Diaphragm shear Shear Well Loads (pill Total Shear(Ibs) 11307 Left Wall Length 50 113 Right Wall Length 20 283 Critical Wall Length (ft)= Left Wall Dead Load (plf)= 0 Total 21932 Left Wall Critical Length (ft)= -38 Total (pl) 85 Right Wall Dead Load (plo= 0 Right Wall Critical Length (ft)= -13 Plan: Davenport Date: 211512017 Location: SF4B8 RB -1 RB.2 RB -3 RS4 RB -5 RB6 RB -7 RB -8 RB -9 FB -1 FB -2 FB -3 F84 FB -5 FB -6 Grade LVL LVL Sawn Sawn Sawn LVL Sawn Sewn Sawn Sawn LVL Sawn Sewn LVL LVL Load Parameters Elea AC Floor Live Load(psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Losd(psp 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 Fluor I Span(0) 0 0 0 0 0 0 a 0 0 29 14 2 15 16 20 Total Floor Load(pli) 0 0 0 0 0 0 0 0 0 725 350 50 375 400 500 Wall Height (0) 5 0 0 0 6 0 0 5 0 0 0 9 5 0 0 Wall Weight Befi 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 Wall Load(plo 100 0 0 0 120 0 0 100 0 0 0 180 100 0 0 Roof LL(psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 Total Roof Load(i 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 Roof Span(ft) 4 N 41 30 4 7.5 39 24 39 0 0 2 0 0 0 Total Roof Load(pif) 110 1210 1126 825 110 206 1073 660 1073 0 0 55 0 0 0 Beam Weight(plo 12.1 7.4 5.6 5.6 5.6 9.6 5.6 5.6 5.6 5.6 5.9 5.6 5.6 6.0 12.1 Live Load (pin 80 880 820 600 80 150 780 480 780 560 280 80 300 320 400 Total Load(pli) 222 1217 1133 831 236 216 1078 766 1078 731 356 291 481 406 512 ReacBlame S Moment Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Beam Span(fi) 16 6 4 5 5 13 4 4 4 4 4 5 5 3 5.5 Reaction 1(lb) 1776 3652 22H 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408 Reaction 2(lb) 1776 3652 2268 2076 589 1403 2156 1531 2158 1461 712 726 1201 609 1408 Max Moment FtLb 7106 5478 2266 2595 736 4561 2156 1531 2156 1461 712 908 1502 457 1936 Max Shear Lb 1776 3652 2266 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408 Determine Beam Size Depth Estimate (in) 11.88 7.25 9.25 9.25 9.25 9.50 9.25 9.25 9.25 9.25 11.88 9.25 9.25 11.88 11.88 Width Estimate (in) 3.50 3.50 3.00 3.00 3.00 3.50 3.00 3.00 3.00 3.00 1.70 3.00 3.00 1.75 3.50 0, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf= 1.00 1.00 1.10 1.10 1.10 1.00 1.10 1.10 1.10 1.10 1.00 1.10 1.40 1.00 1.00 Area = 41.58 25.38 27.75 27.75 27.75 33.25 27.75 27.75 27.75 27.75 20.20 27.75 27.75 20.79 41.50 Momeml of Inertia 1= 489 111 198 188 198 250 198 198 198 198 238 198 198 245 489 Maximum Bend Stress = 1036 2144 636 728 206 1040 605 429 605 410 214 255 421 133 282 Allowable band Stress 2604 2784 935 935 935 2684 935 935 935 935 2604 935 935 2604 2604 Allowable Moment 17862 7115 3333 3333 3333 11775 3333 3333 3333 3333 8676 3333 3333 8931 17862 Factor Of Safety= 2.51 1.30 1.47 1.28 4.53 2.58 1.55 2.18 1.55 2.28 12.19 3.67 2.22 18.55 9.23 Allowable Sheer Stress 285 285 165 165 165 285 165 165 165 165 285 165 165 285 285 Max Shear Cap (lbs) 7900 4821 3053 3053 3053 6318 3053 3053 3053 3053 3837 3053 3053 3950 7900 Factor Of Safety = 4.45 1.32 1.35 1.47 4.18 4.50 1.42 1.89 1.42 2.09 5.39 4.20 2.54 6.49 5.61 Bearing Required= O.68 1.39 1.87 1.71 DAB 0.53 1.77 1.26 1J7 1.20 0.56 0.60 0.99 0.46 0.54 E(psi) 2000000 2000000 1300000 1300000 1300000 2000000 1300000 1300000 1300000 1300000 2000000 1300000 1300000 2000000 2000000 Deflection LL (in) 0.12 0.12 0.02 0.03 0.00 0.19 0.02 0.01 0.02 0.01 0.00 0.00 0.02 0.00 0.01 LLoad Def, Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Deflection (in) 0.53 0.20 0.13 0.17 0.17 0.43 0.13 0.13 0.13 0.13 0.13 0.17 0.17 0.10 0.18 LL Deflection FIS 4.42 1.73 726 5.08 38.11 2.25 7.63 12A0 7.63 10.27 39.27 38.11 10.16 83.65 21.77 Deflection TL (in) 0.33 0.16 0.03 0.05 0.01 0.28 0.02 0.02 0.02 0.02 0.00 0.02 0.03 0.00 0.01 TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Defection (in) 0.8 0.3 0.2 0.25 0.25 0.65 0.2 0.2 0.2 0.2 0.2 0.25 0.25 0.15 0.275 TL Deflection FIS 2.39 1.80 7.88 5.51 19A1 2.34 8.28 11.67 8.28 12.23 46.35 15.74 9.52 99.13 25.51 LVL LVL Sawn Sawn Sawn LVL Sawn Sawn Sawn Sawn LVL Sawn Sawn LVL LVL Selection 2: 117W 2: nrP 2:2zta 2.2x10 2:2x10 2 9 a2xto 2:2:10 2'2x10 2: 2x to 1:1179' 2:2x10 2:2ao 1:11718• 2:117re Plan: Davenport Date: 2/15/2017 11 7/8" Location: SF4B8 3795 TJI Joist 210 Span (ft) 16 Depth 11.88 Load Parameters 2.00 Floor Dead Load 10 Floor Live Load 40 Total Floor Load 50 Simple Span Joist 0.34 Duration Increase 1 Joist Span(ft) 16 Joist Spacing 19.2 Joist Weight (plf) 2.8 Joist Loading (pif) 83 Max Reaction (lbs) 662 Max Moment (FtLb/If) 2650 Max Shear Lb 662 Determine Joist Size Depth 11 7/8" Max Moment 100% (ft -lbs) = 3795 F. S. for moment = 1.43 Max Shear 100% (lbs) = 1655 F. S. for shear = 2.50 Bearing Required (in.)= 2.00 Live Load (L/360) = 0.53 Total Load (L/240) = 0.80 EI x 10"6 (Ib-in"2) 315 Live Load Deflection (in) 0.34 Total Load Deflection (in) 0.44 Live Load F of S 1.59 Total Load F of S 1.84 Selection 11 7/8" 210's @ 19.2" o.c Simple Span Joist Duration Increase Plan: Davenport Joist Span(ft) 17 Date: 2/1 512 01 7 19.2 Joist Weight (plf) Location: SF4B8 Joist Loading (pif) BCI JOISTS Max Reaction (lbs) 6000 Span (ft) 2980 17 Depth K x 10^6 (Ibs) 11.88 Load Parameters 0.43 Total Load Deflection (in) Floor Dead Load Live Load F of S 10 Floor Live Load 1.53 40 Total Floor Load 50 Simple Span Joist Duration Increase 1 Joist Span(ft) 17 Joist Spacing 19.2 Joist Weight (plf) 2.5 Joist Loading (pif) 83 Max Reaction (lbs) 701 Max Moment (FtLb/If) 2980 Max Shear Lb 701 Determine Joist Size Depth = 11 7/8" Max Moment 100% (ft -lbs) = 3670 F. S. for moment = 1.23 Max Shear 100% (lbs) = 1175 F. S. for shear = 1.68 Live Load (U360) = 0.57 Total Load (L/240) = 0.85 EI x 10^6 (Ib -!n^2) 305 K x 10^6 (Ibs) 6 Live Load Deflection (in) 0.43 Total Load Deflection (in) 0.56 Live Load F of S 1.31 Total Load F of S 1.53 Selection 11718 - 6000 @ 19.2"