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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 07-00542 - 313 Jill Dr - New SFRStructural Calculations For: Kartchner Homes Plan #: Meado-wbrook aj Location: Lot # o Block 6, From: ork Company, L.C. ,Utah Hollow Road �o Utah Design tri Roof Load te 200,-). Liv -01 T S F) D�r lax ' y L'O- ad (PSFFloor Lot d (PSF) De oad (PSF1 1 84050 (801) 876-3501 40 15 40 10 Seismic Zone: DI Wind Speed: 90 mph (I 1 0 mph 3 second gust) Exposure: C Material Pro-neirfles & ASSUMDtions I I Oct 2007 07 OU)4,;�, 313 .l ia�rtci�ner Concrete PSI (fc'): 2500 (found.), 300 (slabs), 4000 (susp. slabs) Concrete reinforcement: ASTM A615 grade 60 Site Conditions: Dry & Stable granular based, 1.)-1-00 PSF Beaming rapacity, Granular Based Backfill (KH --'-")5 pct, KP -225), Slope not to exceed 2a%, Minimum setback from slopes of 25" Dimensional Lumbers Hem or Doug Fix 92 & ITR Steel.- ASTM A36 Use Simpson straps and tie downs, and meed naming, reinforcement and other structural rng and within the pages of this. document. These structuralrequirementsnts as noted on the dra�vv 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 IP IF beam system to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high wader fable or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability dor fl -le soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. "!'hese 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. William York is the structural engineer only and does not assume the role of "Registered Design Professional" this U1113111-rM,project. The purpose of these calculations and engineering i�-s �o�P1ri edaare �tr� damage and lass of life due to seismic activity and/or high wind con' ' ' nsf; t ciwr� LJ verify all conditions, dimensions and structural details of the drawin ��i'xp�e"use o��ese calculations is not permitted. OCT 24 200-7 on All exterior walls shall be sheathed with 7/16" APA gated structural wood panel.. Block all horizontal edges 1 1/�" nominal or wider. Sheathing shalt extend continuous from floor to toy plate and be nailed at. least 4" O.C. along sill plate. Extend sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall plates b" 0. C. tr;� Typical sw- I Shear Wall Schedule Sheathi. Nail E Field Anchor Bolts 7/16" one side 8d 6" O.C. 10" O.C. %z" 321? O.C. 7/1611 one side 8d 411 O.C. 10" O.C. 112.11 3211 .C.. Staples may be used in place of 8d na11s at �/� the spacing 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 dies each cantilevered j Dist to sill or fop plate. 3. Use Simpson H I or equiv. tics each end of each truss. 5. Foundation reinforcement as per Utah State Amendment 6.. Use 2: #4 bars continuous for all footings 2; # 4 bars each side of openings & 2. # 4 bars top & bottom extend � 6" beyond opening S. Use 1�z" x 10 " J bolts 3 2" 0. C. all foundation walls 9. If discrepancies are found, the more stringent specification shall be followed. fid. All multiple beams and headers to be named using 16d two rows 12" O.C. 11. Contractor shall assure that all materials are used per manufactures recommendations. 12. Geotech engineer shalt verify overall global stability of the building site. 13. Connect beams & headers over G ft,,, to trimmers with appropriate connectors/hangers. 14. Contractor shah assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil 30" below finished grade and that building horizontal clearance from footinas to adjacent slopes be a minimum of 25 feet and that the intent of IRC section 8403.1.7.2 is met. If set bask requirements of R403.1.7.2 can not be met then contact engineer for further design requirements. 15. The contractor shall conform with all building codes andpractices as per the 2Q03 IRC. 16. Use balloon framing method when connecting floors in. split level designs. 17. Naall shear walls to floor jll Dist using 2: 16d 16" 0. C. Add additional floor joist as regd. 18. Provide jvisi and rafter hangers as per manufacturers specifications. 19. Foundation stews shall not exceed 4 feet or I/2 the horizontal distance between sups. Horz. rebar shall be 12" O.C. thxough step downs and extend 48" either side of step 20.1f 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 palate or install (2) MST 36 straps each end of header extend across wing walls. 21. Use a minimum of 2-9 llz" LVLs for all headers carrying girder loads. 22. Allow foundation 14 days to cure prior to backfill 23. Use 1 1/8 " wide timberstxand or equiv. for all rim j Dist 24. Provide sold blocking through structure dawn to footing for all load paths. Z5. Builder shall follow all recommendations found in all applicable Geotechnical reports. 26. Stacking of two sill plates is permitted with SIS" J -bolts through bosh plates. Stacking more than two plates is not permitted without special engineering Plan : Meadnwbraok Date: 10/11/2007 Location 33.25 Micro -Lam Beam RB -5 Uniform Leads 250.07 Uniform Ffoor Span (ft) 0 Total Uniform Floor Load {pif} 0 Wall Height {ft} d Wali Weight (psf} 20 Wal! Load (plfj 4 Uniform Roof Span (ft) 10 Total Uniform Roof Lead (plf} 275 Pdll1t i..OadS 1900000 'f Distance from keit (fit) 2 1 Point Lowe load (!b) 0 1 Paint 'Dead Load {Ib} 0 2 Distance from Left (ft) 2 a Pflint Live Load (lb) 3000 2 Point Dead Load {Ib} 9125 Partially Uniform Loads 1 Uniform Span (ft) 0 1 Live Load (plf) D 1 Dead Load (plf} 0 1 Distance of left side (#t) 1 1 Distance of right side {ft} 6 2 Uniform Sian (fit) 12 2 Live Load (pff} 240 2 Dead Load {plf} 90 Z Distance of deft side (ft) 2 2 Distance of right side (ft) 4 Tapered Load Tapered load left (pl� U Tapered load right (plf} Q Left Distance (ft} G Right Distance (fit) 8 Beam Weight {plf} 9.64 Reactions & Moment Duration Increase 1 BeamSpan(ft) 4 Left Reaction (lb) 2796.8 Right Reaction ction (Ib) 3126.8 Max Moment FtLb 5024.3 Max Mom dist from Left 2.0 Max Shear Lb 31268 Max Shear Stress (psi) 94,0 DetermineSize Depth Estimate (ire) 9.50 Width Estimate (in) 3.5 Cross Area in 33.25 Max Mornent 100% = 11406:60 omemt of Inertia I = 250.07 Fa for Of Safety - 2.27 Max Shear 100% = 141.06 Factor Of Safety - 2.02 Bearing Required - +1.62 Load S 23_'1 Beam S 52 .65 Factor of Safety 2.27 E (psi) 1900000 Deflection LL (ire) 0.02 L/360 0-13 LL Deflection F of S 7.03 Defier,tion TL (in) 0.03 L/40 0.20 TL Deflection ection F of S 7.63 Selection .- 9 1 /2" LVL Ex Pos a re Coefficient (front table 160!9.6.2,1(4) llw=llmportance Factor (from table 1604.5) Wind Speed 90 Exposure Roof Slope = Roof Angle (deg)= 26,56 P=i nd bead *exp toff* I horizontal wall interior 14.1 horizontal wall end zone 19,48 horizontal roof interior 3.27 h ori o7ital roof eyed zone 3.15 vertical end zone windward -8:71 vertical end zone leeward -11.36 vertical interior zone windward -6.29 vertical interior zone leeward -x,29 End Zone Width (ft) Interior Zone Width (ft) Gable Roof Load End Interior Hip Roof Load End. Interior Wall Load End Interior Vertical Fore rd zone windward leeward interior zone windward leeward Floor 2 D[aphragm Shoat Total Shear (lbs) Left WaIJ Length Fight Wall Length Floor 1 Diaphragm Shear Total l Shear Its) Left Wall Length Right Fall Length basement Diaphragm Shear Total Shear (lbs) Left Wall Length Dight Fall Length Critical Wall Length (f#)= Left Wall Dead Load PIf;-- Left Wall Critical Length (ff)= Right Wall Geed Load (pig= Right Wall Critical Length ()= 10156 31 27 10904 10 1 313 5 313 6 .3 42.4 Calculate Uplift , Force F eq'd to Prevent OT Jibs) Panel Length (ft) Front 713 Back 858 Roof Freight 'mall Height Truss Span 32 lnE� = 0.447 Minimm Pressure dj u steel 14,16 19.48 10,00 13.00 0.00 0.00 M 0:00 2nd storyEnd Zona 'width (ft) 2nd StoryInterior Zona Width ft 'width Ilan: Meadowbrook Wind Load Cate; 11 Orf WIr"Y Location, Wird Loafing Calculations using rviarn indforce-Rea tin System (M FRS) Longitudinal Direction 42.4 Wird Design Coefficients 14.16 P=wind load+exp cff*I 723 P; --Design Pressure Burn Horizontal Wind Load (from table 1609.6.2.1(1) Wall Load .(psf)= =494 end zone ) 16.1 interior zone (C) 11. Roof Load (p f)= 4000 end zone (B) 2,6 'interior zone C) 2.7 'vertical Wind Load (frorr1 table 1609:6,2.1 1) Roof Load (pf= Taal end zone windward (E) -7. end zone leeward (F) -9-8 int rio r zone windward (G) -5.2 interior zone leeward (H) -5-2 Ex Pos a re Coefficient (front table 160!9.6.2,1(4) llw=llmportance Factor (from table 1604.5) Wind Speed 90 Exposure Roof Slope = Roof Angle (deg)= 26,56 P=i nd bead *exp toff* I horizontal wall interior 14.1 horizontal wall end zone 19,48 horizontal roof interior 3.27 h ori o7ital roof eyed zone 3.15 vertical end zone windward -8:71 vertical end zone leeward -11.36 vertical interior zone windward -6.29 vertical interior zone leeward -x,29 End Zone Width (ft) Interior Zone Width (ft) Gable Roof Load End Interior Hip Roof Load End. Interior Wall Load End Interior Vertical Fore rd zone windward leeward interior zone windward leeward Floor 2 D[aphragm Shoat Total Shear (lbs) Left WaIJ Length Fight Wall Length Floor 1 Diaphragm Shear Total l Shear Its) Left Wall Length Right Fall Length basement Diaphragm Shear Total Shear (lbs) Left Wall Length Dight Fall Length Critical Wall Length (f#)= Left Wall Dead Load PIf;-- Left Wall Critical Length (ff)= Right Wall Geed Load (pig= Right Wall Critical Length ()= 10156 31 27 10904 10 1 313 5 313 6 .3 42.4 Calculate Uplift , Force F eq'd to Prevent OT Jibs) Panel Length (ft) Front 713 Back 858 Roof Freight 'mall Height Truss Span 32 lnE� = 0.447 Minimm Pressure dj u steel 14,16 19.48 10,00 13.00 0.00 0.00 M 0:00 2nd storyEnd Zona 'width (ft) 2nd StoryInterior Zona Width ft 'width Height Wind Load Force (Ibs) 3.8 1.8 1 48 135 . 42.4 3.09 14.16 2948 723 588 Burn 3082.9522 Area =494 400 10,00 4000 10.00 17 Taal 4170 Width Height Wind Load Force (lbs) 3.8 1.0 19,48 148 42.4 1:00 14,16 600 Sum = 748: 3124 Width length Wind Load Force (Ibs) 4 43.1 0.00 0 4 43.10 0,00 42 43.10 0.00 42 43;. 10 0.00 0 Shear Wall Loads (plf) Not applicable Not Applicable Shear Wall Leads (pif) 164 188 Shear Wall loads (pif Not Applicable It Applicable Total 3367 Total (pif) 43 3.8 42.4 rid Story 4 6. 8 10 1 577 442 172 - -369 -639 723 588 317 47 -223 =494 Exposure Coefficient (from t@ble 1609.6.2.1(4) [w=lmportance Factor from table 1504,5) Wind Speed Exposure Reef Slope Roof Angle (deg)= P --wind load*exp oeff*lw horizontal wall interior horizontal wall end zonre horizontal roof inferior horizontal roof end zone ver -tical end zeas windward vertical end zone leeward vertical Interior zone windwarcf vertical interior zone leeward .4*Hmean 1 *ba se End Zone Width (ft) Interior Zone Width ft Gable Roof Load Hip Roof Load Wall Load Vertical Force F[oor 2 Diaphragm Shear Total Shear (Ibs) Front Wall Length Back Wall Length Floor 1 Diaphragm Shear Total Shear (Ibs) Front Wall Length Lack Wall Length basement Diaphragm Shear Total Shear (Ibs) Front Wall Length Back a[I Length 0 Roof Height 8,00 ''gill Height Truss Span 32 14,16 19.48 .7 .1 -8.71 -11,86 -6,29 -6,29 30.4 End Interior End Interior End I ntrior end zone windward leeward interior zone windward leeward Critical Wall Length (1't)= Front Wall Lead Load p lf)= Front Wall Critical Length (ft)= Back a I I Dead Load ( plf)= Back Wall Critical Length (ft)= 7789 17 25 8367 10 10 Sine = 0.4472 I inimurn Pressure dj u ste d 14.16 19-48 10.00 10.00 0,00 0.00 0,00 0.x0 2nd storyEnd Zone Width ft 2nd StoryInterior Zone Width (ft) Width Plan-, Meadowbrook WJnd Load Date, *11 Oct O 7 3.18 Lo�ati on . Wind Loading Calculations using Main vvtn(Jforce-r%v-m1Z5L..1%j Dystem ( FFA ) Longitudinal Direction 3.09 "inn Design teff icicnts 2114 P= in d `o ad*exp eoefl`*l + -1652 -2299 P=De ign Pressure 2248.604 Horizontal Wind Load (from table 1609-6-2.1'(1) Wall Load (psf )-�-- Wind Load end zone (A) 16.1 interior zone ( 11.7 Roof Load (psf ).= 12.16 end zone (B) . interior zone �D) ..7 Vertical Wind Load (from table 1609.6,.x,1(1 Roof Load (psf)= Width end zone windward (E) -7. end zone leeward (F) -9,8 interior zone wind a.rd (G) -5-2 intehor zone leeward (H) -5.2 Exposure Coefficient (from t@ble 1609.6.2.1(4) [w=lmportance Factor from table 1504,5) Wind Speed Exposure Reef Slope Roof Angle (deg)= P --wind load*exp oeff*lw horizontal wall interior horizontal wall end zonre horizontal roof inferior horizontal roof end zone ver -tical end zeas windward vertical end zone leeward vertical Interior zone windwarcf vertical interior zone leeward .4*Hmean 1 *ba se End Zone Width (ft) Interior Zone Width ft Gable Roof Load Hip Roof Load Wall Load Vertical Force F[oor 2 Diaphragm Shear Total Shear (Ibs) Front Wall Length Back Wall Length Floor 1 Diaphragm Shear Total Shear (Ibs) Front Wall Length Lack Wall Length basement Diaphragm Shear Total Shear (Ibs) Front Wall Length Back a[I Length 0 Roof Height 8,00 ''gill Height Truss Span 32 14,16 19.48 .7 .1 -8.71 -11,86 -6,29 -6,29 30.4 End Interior End Interior End I ntrior end zone windward leeward interior zone windward leeward Critical Wall Length (1't)= Front Wall Lead Load p lf)= Front Wall Critical Length (ft)= Back a I I Dead Load ( plf)= Back Wall Critical Length (ft)= 7789 17 25 8367 10 10 Sine = 0.4472 I inimurn Pressure dj u ste d 14.16 19-48 10.00 10.00 0,00 0.00 0,00 0.x0 2nd storyEnd Zone Width ft 2nd StoryInterior Zone Width (ft) Width Height WJnd Load Farce (Ibs) 3.18 1.8 1 948 135 30.4 3.09 14,16 2114 -1005 -1652 -2299 Sum = 2248.604 Area Wind Load Force (lbs) 304 10-00 040 12.16 10.00 122 Total 3162 Width Height Wind Load Force (Iblft) 3.8 1.0 19-45 148 0.4 1.00 14A6 1 430 Sum = 578,4284 Width length Wind Load Force (lbs) 23.10 . 00 0 0 23.10 0,00 0 30 23.10 0.00 0 Shear Wall Loads (.elf) Not Applicable Not Ap.plicable hear' all Loads (plt) 229 156 Shear Wall Loads (plf) Not Applicable Not Applicable 709 Tota 1 Total (plf ) 709 2 alr,ulate Uplift , Force Req d to Prevent OT fibs) Panel! Length (ft) Front 728 Back 288 109-04 62 ,8 30.4 2nd Story Force (l b/ft) 4 6 8 10 1 405 81 -565 -1212 -1859 -2505 - -359 -1005 -1652 -2299 -2945 Plan. Meadowbr o . Date, 11 Oct OO7 Location: Seismic Calculations Loading Summary Floor Dead Load (p f) 10 Seismic Zone Floor Live LOad(p f i 40 Walls (Ext) p f) 20 Roof LL(psf) 50 Walls ( I rpt)( pf) 10 Roof Dead LOad(pf) 1 Roof Slope 6 /1 Exterior combination Snow Load Reduction Seismic Parameters Ise 26.56 VACS",/1 .,4 n ow 50,00 Fa;-- .1 ditch Over 20 RS Ss= Feduction m- L.L._ Reduction 50.00 Sds= Total Load 65.00 C S= 0,236 Adj. Factor 1.4 s= 0.1686 table 1617,6 1.772 1.77 eq. 16-16 1.16 eq 16-1 per eq. 16-49 Roof Length ' (p f) Left 0 2,5 1 250 r0Df,9]1 4.6 Taal Mass TrIbutary to Roof Levels Shear ( )(l sRoof Levels = Floor 2 Length W(p f) IbIft 0 10 500 wall height 0 Total Mass Tribratar to Floor Shear )(I b Floor Levels = Flag 1 Length (pf) Ib/ft 0 10 500 wall height 11000 Total Mass Tributary to Floor 1= Shear Ib) Floor Levels Floor 1 Lateral Force 0 Floor 2 Lateral Force 0 Roof Lateral Force 9195 Total Seismic Mess = 74040 Total Lateral Force = 9195 Seism i G Force Distribution *** Roof Sections H(X) Roof 13.0 Floor 1 1. Floor 2 0.0 Totals V/S unn (wi*H 0 = 0.01297 Basement Sheer Wall F(total) Total Lead (kips) 9.2 right side 4, left side 4.6 front 46 back 4. Floor I Sheer Wall Taal Load (kips) right side left side front back Floor 2 Sheer Fall Total Load (Kips) right side left side front ba ck F (tota . 4.6 4_ 4.0 4. kip H M 55 700 0 0 0 0 55 700 Total Shear (lbs) Length 1 10 10 10 Length 7 1 17 25 Length 10 10 10 10 Width VV (I) 38 47500 DL (plf) 7040 54540 Front 910 Width (lb) 38 0 7040 Fuck 0 0 0 Width '(Ib) 03 11000 Fight 8800 01 10000 313 3338 % Force Total Sheer Force(Kip) 100-00% 9.10507001 0,00'Io 9.19507001 0.00% 0.10507001 I Shear Wall Load (plf) Not Applicable Not Applicable Not Applicable Not Applicable Shear VVall Load (plf) 170 148 270 184 Shear Wall Load (plf) Net ApplIcable Not Applicable Not Applicable Not Applicable Dear Wall C riti a I Length, F all DL Floor CSL Roof CSL DL (plf) critical (ft) Front 200 0 364 709 7 Fuck 200 0 364 709 Fight 200 01 270 313 10 Left 2 DO 0 270 313 alculate Uplift, Force eq' f to Prevent OT (lbs) Panel Length (ft) 2 3 4 6 8 10 1 I- ro rpt 3451 2742 2033 616. -801 -2218 -3636 Back 1893 1184 47 -942 -2350 -3770 -5103 Right 2430 2126 1813 1187 561 - --691 Left 2043 1730 1,417 791 1 -401 -1087 Plan-. . adowbrvok Date: 11 Oct2OO7 Location: AT044MI111. Load Parameters Floor LL (psf) Total Floor Load(psf) Floor Span (ft) Total Floor Load (plf) Wall Height (ft) Wall Weight (psf) Wall Load (plf) Roof LL (psf) Total Roof Load (psf) Roof Span (ft) Roof Load (plf) Beam Weight (plf) Live Load (plf) Total Load (plf) Reactions & Moment Duration increase Beam Span(ft) Reaction 1 (1b) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Max Shear Stress (psi) Determine Size Depth Estimate (in) Width Estimate (in) Cross Area (in A 2) Allowable Bending Stress Allowable Moment = Momemt of Inertia I _ Factor Of Safety = Allowable Sheer Stress (psi)= Allowable Sheer Force (lb)= Factor Of Safety = Bearing Required = E (psi) Deflection LL ('in) Ll-oad Def. Limit L/ Allowable Deflection (in) ILL Deflection F/S Deflection TL (in) TI-oad Def. Limit L/ Allowable Deflection (in) TIL Deflection F/S Selection R13-11 RB -3 40 40 50 50 0 0 0 0 6 0 20 20 120 0 50 50 65 65 2 32 65 1040 12.1 10 50 800 197 1,050 16 6 1576 3149 1576 3149 6306 4723 1576 3149 38 95 11.88 9.50 3.5 3.5 42 33 2604 2684 17862 11775 489 250 2.83 2.49 285 285 7900 6318 5.01 2.01 0.60 1.20 1900000 1900000 0.08 0.05 360 360 0.53 0.20 6.72 4.07 0.31 0.06 240 240 0.80 0.30 2.56 4.66 2: 11 7/8" 2: 9 '/�" Plan: IV dowbrook Date: 11 Oct2OO7 Location: Exterior Footing Calculations back front left right Concrete Specs Density (pcf) 150 150 150 150 Strength (psi) 3000 3000 3000 3000 Clear Cover Thickness (in) 3 3 3 3 Foundation Overall Height (ft) 3.00 3.00 3.00 3.00 Height (in) 36 36 36 36 Wall Thickness (ft) 0.67 0.67 0.67 0.67 Thickness (in) 8 g g g Weight (kips/Ift) 0.30 0.30 0.30 0.30 Footing Specs Width (ft) 1.67 1.67 1.67 1.67 Width (in) 20 20 20 20 Height (ft) 0,83 0.83 0.83 0.83 Height (in) 10 10 10 10 Weight (kips/Ift) 0.21 0.21 0.21 0.21 Area per Ift 1.67 1.67 1.67 1.67 Sail Specs Density (pcf) 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 Weight (k'Ips/lft) 0.19 0.19 01.19 0.19 Building Loads Roof span 32 32 10 10 Roof (kips/Ift) 0.86 0.86 0.27 0.27 Wall Height (ft) 10 10 10 10 Wall Load (kips/Ift) 0.20 0.20 0.20 0.20 Floor span 0 0 0 0 Floor Loads (kips/lft) 0.00 0.00 0.00 0.00 Total (kips.Ift) 1.06 1.06 0.47 0.47 Calculations Total Weight on Soil (kips) 1.57 1.57 0.98 0.98 Soil Load (ksf) 0.94 0.94 0.59 0.59 Required Footing Width (in) 20 20 20 20 Required Footing Depth (in) 10 10 10 10 Plan: Mead brook Date: 11 Oct2OO7 Location: Sawn Lumber RB -2 RB -4 Load Parameters Floor Live Load(psf) 40 40 Floor Total Load(psf) 50 50 Floor 1 Span(ft) 0 0 Total Floor Load(plf) 0 0 Wall Height (ft) 0 0 Wall Weight (psf) 20 20 Wall Load(plf) 0 0 Roof LL (psf) 50 50 Total Roof Load(psf) 65 65 Roof Span(ft) 8 32 Total Roof Load(plf) 260 1040 Beam Weight (plf) 6.5 6.5 Live Load (plf) 200 800 Total Load (plf) 266 1046 Reactions 8 Moment Duration Increase 1 1 Beam Span(ft) 8 4 Reaction 1 (Ib) 1066 2093 Reaction 2 (Ib) 1066 2093 Max Moment FtLb 2132 2093 Max Shear Lb 1066 2093 Determine Beam Size Depth Estimate (in) 9.25 9.25 Width Estimate (in) 3.5 3.5 CF = 1.20 1.20 Area = 32.38 32.38 Momemt of Inertia I = 231 231 Maximum Bend Stress = 513 503 Allowable bend Stress 1020 1020 Factor Of Safety = 1.99 2.03 Allowable Sheer Stress 180 180 Max Shear Cap (Ibs) = 3885 3885 Factor Of Safety = 3.64 1.86 Bearing Required = 0.75 1.48 E (psi) 1300000 1300000 Deflection LL (in) 0.06 0.02 LLoad Def. Limit L/ 360 360 Allowable Deflection (in) 0.27 0.13 LL Deflection F/S 4.34 8.68 Deflection TL (in) 0.08 0.02 TLoad Def. Limit U 240 240: Allowable Deflection (in) 0.4 0.2 TL Deflection FIS 4.89 9.96 Selection 2: 2 x 10 2: 2 x 10