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HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00658 - 864 S 2275 W - SFR^Ah. Y[LEngiineering rk Structural Design (8011 876-3501 Structural Calculations SFllB2 Davenport C Summerfield Subdivision Rexburg, ID Prepared For: KARTCH`NER H 0 E S Kartchner Homes 601 W. 1700 S. Bldg B Logan Utah 84321 435.755.9530 September 26, 2016 Structural Calculations September 26, 2016 For: Kartchner Homes Plan #: SF11132 Location: Block 2 Lot 11 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'): 3000psi(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 (Y -H=35 pef),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 ''/z" 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 %" 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 camilevered joist to sill or top plate. 3. Use Simpson Hl, H2.5' or equiv. ties each end of each truss. 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 floor joist 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'h the horizontal distance between steps. Horz. re -bar shall be 12" O.C. through step downs and extend 48" either side of step 15.I17 garage return walls are less than 32" wide then extend headers across return walls with 2 Icing 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'/z' 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: 18 July 2014 Location: SF11B2 Footing Calculations back front left right interior 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 Foundation Height Above Grade (ft) 0.67 0.67 0.67 0.67 0.08 Height Above Grade (in) 8 8 8 8 1 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 Thickness (in) 8 8 8 8 8 Weight (kips/Ift) 0.07 0.07 0.07 0.07 0.01 Footing Specs Width (ft) 1.67 1.67 1.67 1.67 1.33 Width (in) 20 20 20 20 16 Height (ft) 0.83 0.83 0.83 0.83 0.83 Height (in) 10 10 10 10 10 Weight (kips/Ift) 0.21 0.21 0.21 0.21 0.17 Area 'per lft 1.67 1.67 1.67 1.67 1.33 Soil Specs Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (kips/Ift) 0.04 0.04 0.04 0.04 0.00 Building Loads Roof span 40 40 10 10 10 Roof (kips/Ift) 1.10 1.10 0.28 0.28 0.28 Wall Height (ft) 18 12 14 14 20 Wall Load (kips/Ift) 0.36 0.24 0.28 0.28 0.30 Floor span 40 8 18 2 18 Floor Loads (kips/Ift) 1.00 0.20 0.45 0.05 0.45 Total (kips.Ift) 2.46 1.54 1.01 0.61 1.03 Calculations Total Weight on Soil (kips) 2.74 1.82 1.28 0.88 1.20 Soil Load (ksf) 1.64 1.09 0.77 0.53 0.90 Required Footing Width (in) Zu Zu 20 2u 115 Required Footing Depth (in) 10 10 10 10 10 Plan: Davenport Date: 18 July 2014 Location: SF71B2 Seismic Calculations (w/ 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) 10Roof DL(psf) 15 Roof Dead Load(psf) 15 Roof Slope 7/12 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(pso 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 Floor 1 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 2 Lateral Force U Root. Lateral Force. 5/18 Otal tielsmlc Mass= b/5bU Otal Lateral Force = 89bb Seismic Force Distribution """Roof Sections """ H(x) W(x) kip W(x)H(x) % Force Total Sheer f Roof 21.0 37 772 88.12% 7.8918856 Floor 5.0 21 1U4 11.88% 6.9bblbbb Floor 2 U.0 U U U.UO% /.89188515 Totals 58 876 1 V/SUrn(WI"HI)= U.U1U23 total Shear(m5)= 8905 Casement Sneer vvan F(total) length Total Load (kips) 9.0 Shear Wall Load (pit) right side 4.5 20 224 [art side 4.b 5U 9U tront 4.b 26 1 /2 back 4.5 2U 224 Floor 1 Sneer Wall F(total) Length Total Load (kips) 7.9 Shear Wall Load (pit) right side 3.9 S8 1U4 lett side b.0 13 462 Tront 3.9 15 2153 back 3.9 25 lb8 Floor Z Sneer wan F(total) Length Total Load (kips) 7.9 Shear Wall Load (pit) right side 3.9 1U Not Applicable lett side 3.9 1U Not Applicable trout 3.9 10 Not Applicable back 3.9 1U Not Applicable Plan: Davenport Date: 18 July 2014 Location: SF11B2 seismic (kips) wind (kips) total IefUright front/back 2rd Floor 0.0 kips 0.0 0.0 1 at Floor 7.9 kips 9.4 18A Basement 1.1 kips 1.9 3.5 Location A A A A A A A Front side Front side Front side Backside Back side 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 (lb) : 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 arms from Upper #VALUE] #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI Total Seismic #VALUEI #VALUE] #VALUEI : #VALUEI #VALUEI #VALUEI #VALUEI Wind flb) '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 #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Shear Wall 10 10 10 10 10 10 10 Load (pin #VALUEI #VALUE! #VALUEI #VALUE! #VALUEI #VALUEI #VALUE! Wind Load(plo #VALUEI #VALUE! #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI "" If psw or ftw is shown for Shear Wall, check corresponding Perforated. or Farce Transfer calm 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 (soft) 0 0 0 0 0 0 0 Force (Ib) 0 0 0 0 0 0. 0 Adj. Force 0 0 a 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 #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Total Seismic #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Wind(Ib) 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! #VALUE! :#VALUE! #VALUEI #VALUEI #VALUEI #VALUEI Shear Wall 10 10 10 10 10 10 10 Load p0) #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Wind Load(pl!) #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI "•' If mw or fico Is shown for Shear Wall, check corresponding Perforated, or Force Transfer calm 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 (soft) 0 0 0. 0 0 0 0 Form (to) 0 0 0 0 0 0 0 Adj. Force 0 0' 0 0 0 0 0 %offloor 0% 0% 0% 0% 0% 0% 0% 'tensioned Farces 0 0 0 0 0 0 0 arms from Upper #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! #VALUE! #VALUEI Total Seismic #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI' #VALUEI #VALUEI Wind (Ib) 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 #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI Shear Wall 10 10 10 10 10 10 10 Load (pin #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI #VALUE! Wind Load (ell) #VALUE! #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI #VALUE! "` If paw or fico Is shown for Shear Wall, check corresponding Perforated, or Force Transfer calm wall height loft Force Transfer 641b/ft o. 0 2 ft 495 Ib/ft 641b/ft 1856 Itsy 1856 Its Bolts m Spacing 32 in Capacity 281.251bs/ft F.S. 1.42 L Tension 1386.0 lbs 373 lb/ft 2X6 6 ft stress 373 Ib/ft C m 525 psi Ft 840 psi 0 F.S. 4.77 Tie Down MST48 width 7.5 ft '.. Inter -floor F.S.:. 1.84. Window CS16 V connection Nails 641b/ft EO 2 It 4951b/ft 641b/k left 0 right 100.0% a SW -1 350 lbs/ft 4.25 k wall length 16.0 ft 4.25 f1 1980 he 1980 lbs 4500 lbs <Wind 3168 lbs <Seismic Bolts 1/2 in Spacing 32 in Capacity 281.251bs/ft F.S. 1.42 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.:. 1.84. Window CS16 connection Nails F.S. 0.92 Aspect ratio left 100.0% right 100.0% Shear Wall selection SW -1 350 lbs/ft 4" edge nailing & 12" field nailing w/ reduction 350.0 lbs/ft Seismic F.S. 0.71 wall height 9 i A Perforated Shear Wall 1500 lbs Wind Bolts 1/2 in 1454 Its Seismic Spacing 32 in Capacity 281.25 lbs/ft '.. F.S. 3.09 Tension 572.5 its 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% 4 ft wall length 16.0 ft 4 ft Perforated Shear wall reductionAT ' opening height 3 % sheathing - 50.00% 1636 lbs 1636 lbs C. 1.00 Shear Wall selection PLR 240 lbsht 6" edge nailing & 12"field nailing w/ reduction 213.31lbs/ft Seismic F.S. 1.17 Wind F.S. 1.79 Wall Height,h Maximum h73 0.33 '', Plan: Davenport Date: 18 July 2014 Location: SF'H B2 Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Wind goals. Doeftidimis Pwind load'exp coeff Iw P=Design Pressure Horizontal Wind Load From Figure 28.6-1 Wall Load (pat)= and zone (A) 23.6 Interior zone (C) 18.8 Roof Load (pan- andzane(B) 16.1 interior zone (D) 12.9 Vertical Wind Load from figure 28.6-1 Roof Load(psf)=. end zone windward (E) 1.8 end zone leeward (F) -8.7 interior zan. wind.ard(G) 0.6 interior zone leeward (H) -12.3 Exposure Coefficient from figure 28.6-1 1.21' Apply Load combination factor (ASCE 7-102.4.1 0.6 Wind Speed, 115 Roof Height 14.00 Exposure C Mean mot He 14 Truss Span 48 Wind Load u 0.6 Roof Slope= 7/12 Roofpogle(deg)= 30.26 Sine 0.5039 Minimum Pressure P-vInd load'exp cceWIw Adjusted horizontal wall interior 13.65 13.65 horizontal wall end zone .17.13 .17.13 horizontal roof interior 9.37 10.00 horizontal roof end no 11.69 11.69 vertical end zone windward 1.31 1.31 vedical end zone leeward -6.32 0.00 vertical interior no windward 0.44. 0.44 vertical interior zone leeward -8.93 0.00 A4 Hmean 8.4 .ibase 2.6 End Zane Width (ft) 2.6 2nd storyEdd Zone Width (ft) 2.6 Interior Zane Width (it) 44.8 2nd Storylnterior Zane Width (ft) 44.8 Stable Roof Load Width Height Wind Load FaraeilW) End 2.6 1.4 17.13 64 Interior 44.8 6.28 13.65. 4719 Sum = 4782.38 Area Wind Load Pa. ([be) Hip Roof Load End 700 11.69 8182 Interior 394.24 10.00 3942 Total 12124 2nd Sher Well Load Width Heiaht Wind Lead Force turn) Fares (fief End 2.6 1.0 17.13 89 89.095 Interior 44.8 1.00 13.65 611 611.47 Sum = 700.561 700.56 Vertical Faro Width length Wind Load Fares (the) end zone windward 3 11.70 TRUE 15 leeward 3 11.70 FALSE 0 interior zone windward 45 11.70 TRUE 262 .leeward 45 11.70 FALSE 0 Floor Diaphragm Shear Shear Wall Loads (pig Total Shear(lbs) 12124 Front Wall Length 10 Not Applicable Back Wall Length 10 Net Applicable Fl ear l Diaphragm Shoar Shear Wall Loads(pIQ Total Shear(Ibs) 18429 Front Wall Length 15 614 Back Wall Length 25 369 basement Diaphragm shear Shear Wall Loads (pit) Total Shear(Ibs) 21932 Front Wall Length 26 422 Back Wall Length 20 548 Critical Wall Length (ft)= Front Wall Dead Lead (plf)= 0 Total 11307 Front Wall Critical Length(ft)= -74 Total (pig 74 Back Wall Dead Load (plo= 0 Back Wall Critical Length (ft)= 45 Plan: Davenport Date: 18 July 2014 Location: SF11S2 Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Wind! Dealgn CceRldents P=wind load'exp coefrlw P=Design Pressure Horizontal Wind Load From Figure 28.6-1 Wall Load (psf)= end zone (A) 23.6 interior zone (0) 18.8 Roof Load (psf)= end zone (B) 16.1 interiofzone(D) 12.9 Vertical Wind Lead from figure 28.6-1 Roof 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 2.4.1 0.6 Wind speed= 115 Roof Height 14 Expasem C Wall Height 14 Truss Span 48 Roof Slope= 7112 Roof Angle(deg)= 30.26 Sime 0.5039 Minimum Pressure P=wind lmn&exp coefPlw Adjusted horizontal wall interior 13.65 13.65 horizontal wall end zone '17.13 17.13 horizontal roof interior 9.37 10.00 horizontal roof end zone 11.69 11.69 vertical end zone windward 1.31. 1.37 vertical end zone leeward .6.32 0.00 vertical interior zone windward 9.44 0.44 vertical interior zone leeward .8.93 0.00 End Zone Width (ft) 2.6 2nd storyEnd Zane Width (ft) 2.6 Interior Zone Width (it) 20.8 2nd Storylnterior Zone Width (ft) 20.8 Gable Roof Load Width Height Wind Load Force(Ibe) End 2.6 1.4 17.13 64 Interior 20.8 6.28 13.65 2191 Sum= 2254.602 Area Hlp Roof Load End 364 11.69 4255 Interior 183.04 10.00 1830 Total 6085 2nd Story Well Load Width Height Wind Load Force (lbs) End 2.6 1.0 17.13 89 -69.09472 Interior 20.8 1.00 13.65 284 283.89504 Sum= 372.9898 372.98976 Vertical Force Width length Wind Load Faroe (the) end zone windward 3 56.20 TRUE 73 leeward 3 56.20 FALSE 0 interior zone windward 21 56.20 TRUE 564 leeward 21 56.20 FALSE 0 Floor 2 Diaphragm Shear Shear Well Loads (pIQ Total Shear (lbs) 6085 Left Wall Length 10 Not Applicable. Right Wall Length 10 Not Applicable Flood Diaphragm Sheer Shear Wall Loads (pIQ Total Shear (lbs) 9442 Left Wall Length 13. 363 Right Wall Length 38 124 basement Diaphragm Shear Shear Wall Loads (pIQ Total Shear (1m) 41307 Left Wall Length 50 113 Right Wall length 20 283 Critical Wall Length (ft)= Left Wall Dead Load (plq= 0 Total 21932 Left Wall Critical Length (it)= 38 Total.(plo 85 Right Wall Dead Load (pif)= 0 Right Wall Critical Length (ft)= -13 Plan: Davenport Date: 18 July 2014 Location: SF11B2 RBS RB -1 Gratle LVL Load Parameters FB4 Floor Live Load(psf) 40 Fluor Total Load(psQ 50 Floor s Span(ft) 0 Total Floor Load(plf) 0. Wall Height (ft) 5 Wall Weight (Pat) 20 Wall Load(plf) 100 Roof LL (psfl 40 Total Roof Load(psf) 55 Roof Span(ft) 4 Total Roof Load(plf) 110 Beam Weight (pit) 12.1 Live Load plf) 80 Total Load (pli) 222 Reactions 8 Moment Duration Increase Beam Span(ft) Reaction 1.(Ib) Reaction 2.(I1h) Max Moment FtLb Max Shear Lb Determine Beam Size Depth Estimate (in) Width Estimate (in) C, Cf= Area = Momemt of Inertia I = Maximum Bend Siress= Allowable bend Stress Allowable Moment Factor Of Safety= Allowable Sheer Stress Max Sheer Cap (lbs) _ Factor Of Safety= Bearing Required = E(psi) Deflection LL (in) -Load Def. Limit L/ Allowable Deflection (in) LL Deflection F/S Deflection TL (in) TLoad Def: Limit U Allowable Deflection (in) TL Deflection F/5 Selection RB -2 RB -3 RB4 RB -5 RB -6 RB -7 RBS RB -9 FB -1 FB -2 FB -3 FB4 FBS FB -6 LVL Sawn Sawn Sawn LVL Sawn Sawn Sawn Sawn LVL Sawn Sawn LVL LVL Elev A,C 40 40 40 40 40 40 40 40 40 40 40 40 40 40 50 50 50 50 50 50 50 50 50 50 50 50 50 50 0 0 0 0 0 0 0 0 29 14 2 15 16 20 0 0 0 0 0 0 0 0 725 .350 50 375 400 500 0 0 0 6 0 0 5 0 0 0 9 5 0 0 20 20 20 20 20 20 20 20 20 20 20 20 20 20 0 0 0 120 0 0 100 0 0 0 190 100 0 0 40 40 40 40 40 40 40 40 40 40 40 40 40 40 55 55 55 55' 55 55 55 55 55 55' 55 55 55 55 44 41 30 4 7.5 39 24 39 0 0 2 0 0 0 1210 1128 825 110 206 1073 660 1073 0 0 55 0 0 0 7.4 5.6 5.6 5.6 9.6 5.6 5.6 U 5.6 5.9 5.6 5.6 6.0 12.1 880 820 600 80 150 780 480 780 580 280 80 300 320 400 1217 1133. 831 236 216 1078 766. 1078 731 356 291 481 406 .512 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 16 6 4 5 5 13 4 4 4 4 4 5 5 3 5.5 1776 3652 2266 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408 1776 3652 2266 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408 7106 5478 2266 2595 736 4561 2156 1531 2156 1461 712 908 1502 457 1936 1776 3652 2266 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408 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 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 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 1.00 1.00 1.10 1.10 1.10 1.00 1.10 1.10 1.10 1.10 1.00 1.10 1.10 1.00 1.00 41.58 25.38 27.75 27.75 2775 33.25 27.75 27.75 27.75 2775 20.20 27.75 27.75 20.79 41.58 489. 111 198 198' 198 250 198 198 198. 198 238 198 198 245 489 1036 2144 636 728 206 1040 605 429 605 410 214 255 421 133 282 2604 2784 935 935 935 2684 935 935 935 935 2604 935 935 2604 2604 17862 7115 3333 3333 3333 11775 3333 9333 3333 3333 8676 3333 3333 8931 17862 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 19.55 9.23 285 285 165 165 165 285 165 165 165 165 285 165 165 285 285 7900 4821 3053 3053 3053 6318 3053 3053 3053 3053 3837 3053 3053 3950 7900 4.45 1.32 1.35 1.47 5.18 4.50 1.42 1.99 1A2 2.09 5.39 4.20 2.54 6,49 5.61 0.68 1.39 1.87 1.71 0.48 0.53' 1.77 1.26 1.77 1.20 0.56 0.60 0.99 0.46 0.54 2000000 2000000 1300000 1300000 1300000 2000000 1300000 1300000 1300000 1300000 2000000 1300000 1300000 2000000 2000000 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 0.01 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 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 4.42 1.73 7.26 5.08 38.11 2.25 7.63 12.40 7.63 10.27 39.27 38.11 10.16 83.85 21.77 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 0.01 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 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 2.39 1.88 7.80 5.51 19.41 2.34 8.28 11.67 828 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 2:11718' 2:7114' 2:2x10 2:2 x io 2:2x10 2:9A' 2:2x 10 2:2x10 2:2x10 2:2x10 1:11718' 2:2x10 2:2x10 1:117/8' 2: 117V Plan: Davenport Date: 18 July: 2014 11 7/8" Location: SF11B2 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 (pif) 2.8 Joist Loading (plf) 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 (1-/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 Plan: Davenport Date: 18 July 2014 Location: SF11B2 BCI JOISTS Span (ft) Depth Load Parameters Floor Dead Load Floor Live Load Total Floor Load Simple Span Joist Duration Increase Joist Span(ft) Joist Spacing Joist Weight (plf) Joist Loading (plf) Max Reaction (Ibs) Max Moment (FtLb/If) Max Shear Lb Determine Joist Size Depth = Max Moment 100% (ft-Ibs) _ F. S. for moment = Max Shear 100% (Ibs) _ F. S. for shear = Live Load (L/360) _ Total Load (L/240) _ EI x 10^6 (Ib-in^2) K x 10^6 (Ibs) Live Load Deflection (in) Total Load Deflection (in) Live Load F of S Total Load F of S 6000 17 11.88 10 40 50 1 17 19.2 2.5 83 701 2980 701 11 7/8" 3670 1.23 1175 1.68 0.57 0.85 305 6 0.43 0.56 1.31 1.53 Selection 11718- 6000 @ 19.2"