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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 07-00121 - 1105 Coyote Willow Way - New SFRIL For; Owner; Plan #: Locationi., From: W", Structural Calculations Creations west country Wide, Properties Lot #11 Block 6, HendersonSub. Rexburg Lot #204, Quail Crri?rnJ9, York Engineerin 2329 W.Sprin � Morgan, UtahZi Design Criteria IBC 2006IN : Roof Load; Live Load (PSF) bead Load (PSF' Floor Load.; Live Load (PSF) Dead Load (PSF) Seismic Zone 40 10 801)87b- 3501 Wind Speed: 90 nigh (1. 10 mnh 3secnnd oiiQr) Fv,,,,o„,-o 0 100h -np(12Q Inph 3 second 3�usf ) EXnnomirp. R Maten'al Pro]2erties & Assum-ptimons Concrete PSI (fc'): 3000 (found.), 3000 (slabs), 4000 (susp. slabs) Concrete Reinforcement: ASTM A615 Grade 60 0700121 1 I05 Coyote Willow Way White Sands Coilstruction 9737` o7 OF Site Cond"t'ons: Dry &Stable granular based, 1 ��0 PSF Bearing Capacity, Granular Based Backfill (KH 35 pcf, KP=225), Slope not to exceed 20%, Minimum setback from slopes of 2S' Dimensional Lumber: Hem or Doug Fir #2 & BTR p Steel-, ASTM A36 Use Simpson straps and tie downs, and meed nailing, reinforceinent and other structural requirements as noted an the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions fisted 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 su�p�ier. This engineering assumes that the buimldin sits is dry and stable, a high water table or adverse sails such as plastic clays, fills etc, could cause future flooding, settlement, site instability, or other adverse conditions. Ven'fication of and liability for the soli bearing pressure, side stability, and all other site conditions, including site engineering as required,1s the responsibility of others. These calculations and engineering are for the nP,xr h„101►i;11 f +,.Ya ,..,.i_. ___ , _, . „ui�ull�� ,, �� "ti � Ui Q �llJy driu ao nay proVicle any engineering analysxs of or I iab�litylwa.r�-aniy for the nc�n-gtr��r�t�,ra] �,�-.Y+�..�,� „ff�,,, �,,,.a.�:__� - -- .,a a.,. .___ - --- car ane site Itseil. 'V�+�1111am York is 41�W �a�.l ��i�,11�uCr only ann goes not assume the role of "R.egistered Design Professional” or "Enbineer of Record" an this project. The purpose of these calculations and engxneeriz�g is to help reduce strue#ural damage and Toss of life due to seismic activity a,rxc�lor hr � wind conditions. The, r�nr,t�-qrtr.� rl,11 ;Tfl�..�, ,,,r ��._ �� _ ,• _ � ._ _. ---- W�iiiv dpi c;��nr��nnne drawing. Multiple use of these calculations is not eirmitted,all ts --ft F Hqt EXB All exterior walls shall be sheathe. with 71I6" APA rated structural woodaneL Bloc horizontal edges 1 '/z" nominal or wider. Sheathingshall extend c � k all plate and be nailed at feast 4" O.C. along sillplate. Nails �nt1nuous from floor to top edge of panel and dnven flush but shad not frac.tur�h�� be placed not less than V2" from sheath 7ng over gable end to wall joints & over neir the surface of the, sheathing. Extend plates 6" Q.C. m joist between floors and ��ail to rim and walk Shear Wall Schedule Sheathl� Nail E_ die Field Typical 7/161, one side ,� Anchor Bolts sd � o.�- 101,OMCMV211 '2f} O.Cm SW -1 7/1611 one side gd 41, O.C. 1011 O.C. %z" 3211 O.C. Staples may be used in place of �d nails at %the spacing The f011 -Owing general requ2remen#s shall be followed during construction: I . Contractor to verify all dimensions, spans, & conditions and notify en ineer of an Omissions, or discrepancies prior to construct -ion, � � errors, 2• Use Simpson A35 lies each cantilevered joist to sill or top plate. 3. Use Simpson HI or equiv. ties 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 3611 beond oper��n 8. Use %2" x 10" J bolts 32" OmC. al1 foundation walls � g 9. If discrepancies are found, the more str�ngent Vee'I fl canon shall be followed. 10. Ali muffiple beams and headers to be nailed using 16d two rows 1211 O'C' 11 . Contractor shall assure that all materials are used per manufactures recommendations. 12. Geotech engineer shall ve��y o�,erall global stability of the buildia�g site. Contractor s 13. Connect beams & headers over 6 ft., to �rim.mers with appropriate connectors/hangers.hall 14. Contractor shall assure that footm n.gs are properly drained and that soil is dry and that footingsgest on undisturbed native soi13fl" below finished grade and that buildir� hori onial fromfootings to adjacent slopes be a minimum of 25 fejt and that �h� ing �tIRC clearance 8443. 1 . 7.2 0 is met. rf set back requirements of R403.1-7.2 can not be rr�e °f section for further design requirements.t then contact engineer I5. The contractor shall conform with all building cods and practices as per the 20031G. Use balloon framing method when connecting floors in sp1it level des s IRC. 1?, Nail all shear walls to floo.rjoist using Z: 16d. 16" D.C. Aid additional floorjoist as. 18. Provde � Dist and rafier hangers as per manufacturers specifications. �e�� 19. Foundation steps shall not exceed 4 feet or %z the horizontal distance between ste rebar shall be 12" Q.C, through step downs and extend 4$" either side of ste ps. Hort. 20.1fgarage return walls are less than 3 2" wide then extend headers across re urn. king Stll[�S on e2ti1+�r �'I�d extending from the top of the header to the bottom I�.te a walls WI��1 � �'vIST 36 straps each end of header extend across wing wads. p (2) 21. Use amino oft-9 �/2" LVLs far all headers carrying girder loads. 22. Allow foundation 14 days to cure pnor to backfill 23. Use 1 1/811 wide timberstrand or equiv. forall rim joist 24. Provide solid blocking through structure down to footing for all load paths. 25. Builder, shad follow all recazr��nendations found i� all applicable Geotechnical re 26. Stacking of two sill plates is permitted with 51811 J -bolts through bothplates., Stackingvris. than tvt�o p1ates Js not pernitted without special engineering more Plan: Date: Location: Sawn Lumber Load Parameters Floor Live Load(psf) Floor Total Load(PIZ:,I) Floor 1 Span(ft) Total Floor Load(plf) Wall Height (ft) Wall Weight (psf) Wall Load(plf) Roof LL (psf) Total Roof Load(pso Roof Span(ft) Total Roof Load(plf) Beam Weight (plf) Live Load (plf) Total Load (plf) Reactions & Moment Duration Increase Beam Span(ft) Reaction I (Ib) Reaction 2 (1b) Max Moment FtL.b Max Shear Lb Determine Beam Size Depth Estimate (in) Width Estimate (in) CF = Area Momemt of Inertia I = Maximum Bend Stress = Allowable bend Stress Factor Of Safety = Allowable Sheer Stress Max Shear Cap (Ibs) _ Factor Of Safety = Bearing Required = E (psi) Deflection LL (in) LLoad Def. Limit L/ Allowable Deflection (in) LL Deflection F/S Deflection T'L (in) TLoad Def. Limit L/ Allowable Deflection (in) TL Deflection F/S LR -1 720 'CE 7 February 2007 Lot #11, Block 6, Henderson Sub. F13-2 RB -4 RB -5 40 50 34 850 0 20 0 50 65 24 780 4.4 1280 1634 1 3 2452 2452 1839 2452 7m.25 3 1.20 21.75 95 1.21 180 2610 1.06 2.02 13 00000 0.02 360 0.10 5.31 0.02 240 0.15 6.24 40 50 0 0 0 20 0 50 65 30 975 6.5 750 981 1 5 2454 2454 3067 2454 9.25 3.5 1.20 32-38. 231 737 1020 1.38 180 3885 1.58 1.73 1300000 0.04 360 0.17 4.74 0.05 240 0.25 5.44 40 50 0 0 0 20 0 50 65 24 780 6.5 600 786 1 6 230rIIIIIIIIII`^ 2359 3539 2359 9.25 3.5 1.20 32.38 23 1 851 1020 1.20 180 3885 1.65 1.66 1300000 0.06 360 0.20 3.43 0.08 240 0.3 3.93 RB -1 1 40 50 0 0 0 20 0 50 65 15 488 5.1 375 493 1 3 739 739 554 739 7.25 3.5 1.30 25.38 111 217 1105 5.10 195 3299 4.46 0.52 1300000 0.00 360 0.10 216,111111111114 0.01 0.15 24.14 Selection 2: 2 x 8 2: 2 x 10 2: 2 x 102.N 2 x 8 Plan: LRw, �?0-07CE Date: ? February 2007 Locatiom Lot #11, Block 6, Henderson Sub. Exterior Footing Calculations, Concrete Specs Density (pcf) strength (psi) Clear Cover Thickness (in) Foundation Overall Height (ft) Height (in) Wall Thickness (ft) Thickness (in) Weight (kips/lft) Footing Specs Width (ft) Width (in) Height (ft) Height (in) Weight (kips/lft) Area per Ift Soil Specs Density;(pcf) Soil Pressure (psf) Weight (kips/lft) Building Loads Roof span Roof (kips/lft) Wall Height (ft) Wali Load (kips/lift) Floor span Floor Loads (KipS/Ift) Total (kips-lft) Calculations Total Weight on Soil (kips) Soil Load (ksf) back 150 3000 3 7.83 94 0.67 8 0.78 2.00 24 0.83 10 0.25 2.00 125 1500 0.65 30 0.81 10 0.20 21 0.51 1.52 2.56 1.28 Required Footing Width {in} Required Footing Depth (in) Note: Interior footing sizes are noted front left 150 150 3000 3000 3 3 7.83 7.83 94 94 0.67 0.67 8 g 0.78 0.78 2.00 1.67 24 20 0.83 0.83 10 10 0.25 0.21 2.00 1.67 125 125 1500 1500 0.65 O.A9 30 24 0.81 0.65 10 10 0.20 0.20 15 2 0.38 0.05 1.39 0.90 2.42 1.0�j 1.21 1.13 24 24 20 10 10 10 on plan right 150 3000 0 7.83 94 0.67 8 0.78 1.67 20 0.83 10 0.21 1.67 125 1500 0. 49 2 a 0.65 10 Q.20 2 0.05 0.90 zo 10 LVL Beam Load Parameters Floor LL (psf) Total floor Load(psf) Floor Span (ft) Tata! Floor Load (,Plf) Wall Height (ft) Wall Weight (Psf) Wali Loan (plf) Roof LL (psf) Total Roof Loyd (psf) �oof Span (ft) Rood Load (plf) Beam Weight (plf) Live Load (plf) Total R13-8 Load 40 (plf) 40 Plan, LR-1720-07CE 1 1 1 1 1 1 Date: 7 February 200 1 18 1 Location. Lot #11, Block 6, Henderson Sub. 4752 2462 2369 2462 FB -1 1713-4 R13-1 R13-3 RB -6 RB -7 R13-8 40 40 40 40 40 40 40 50 50 50 50 50 50 50 25 2 o a o 0 0 625 50 Q 4 0 0 0 Q 9 7 o 0 o a zo 20 35 20 zo 20 20 a Asa 245 0 a a 0 50 50 50 54 50 50 50 65 65 65 65 65 65 65 0 26 2 24 30 24 30 [] 845 65 780 975 780 975 9-6 10 12 12 14 14 10 500 690 54 600 750 fiOQ 750 635 1085 322 792 985 790 985 Reactions &Moment Duration Increase Beam Span(ft) Reaction 1 Ob) Reaction 2 (Ib) Max Moment FtLb Max Shear Lb Max Shear Stress (psi) Determine Size Depth Estimate (ire) Width Estimate in Cess Area in A 2) Allowable Bending Stress Allowable went Momemt of In rli I T Factor Of Safety Allowable Sheer Stress(psi)= Allowable Sheer Force lb)= Factor f Safety Bearing Required E (psi) fti LL in I -Load Def. Limit L Allowable Deflection in LL Deflection F/ Deflection TL (ire TLoad Def. Limit L/ Allowable Deflection in TL Deflection FIS 1 1 1 1 1 1 1 18 1 2856 2712 2899 4752 2462 2369 2462 2856 .2712 2899 4752 2462 2369 2462 6426 3390 13043 14257 3077 3553 3077 2856 2712 2899 4752 2462 2369 2462 86 82 70 114 1 74 9.50 . 33 2684 1 775 250 1.83 285 631 2.21 1.09 1900000 0.16 360 0.30 1.93 0.20 240 0.45 2.28 9.50 . 33 2684 11 775 250 3.47 285 631 2.33 1,03 1900000 0.02 360 0.17 8.16 0.03 240 0.25 x".79 Selection 26 9 Y21t . 9 Y2 F1 1.88 . 2 2604 17862 489 1.37 285 7900 2.73 1.10 1900000 .1 360 0.60 4.72 0.82 240 0.910 1.10 : 11 /1P 11.88 . 4 2604 17862 489 1.25 285 7900 1.66 1.1 1900000 0.30 360 0,40 1.33 .4 240 0.60 1.51 11 /rq 9}50 3.5 33 2684 11775 250 3.83 285 631 2.57 0.94 1900000 0.02 360 0.17 7.51 0.03 240 0.25 8.58 9.50 3.5 33 2684 11775 250 3.31 285 6318 2.67 'x'.90 1900000 0.04 360 0.20 5.43 0.05 240 0.30 .1 9.50 . 33 2684 11775 250 3.83 285 6318 . 57 0.94 1900000 360 017 7.51 0,03 240 .. 58 . tri 0 50 0 0 0 20 0 50 65 20 650 1 500 560 1 8 2639 2639 5277 2639 7 9.50 3.5 33 2684 1 250 .x.23 285 6318 . 39 1.01 1900000 F 360 0.7 2.75 0.13 240 0.40 3.13 40 50 0 0 0 0 0 50 65 26 845 1 650 855 1 6 2564 2564 3846 256 77 9.50 . 33 2684 250 . 06 285 6318 .x.46 0.98 1900000 0. 360 .lam 5.01 0.05 240 0.30 5.72 Plan - D t . Location. - Seismic Calculations Loading Summary Floor Lead Load (pfd Hoor Live Load( sf) Walls (Fxt)(pt) Walls (Int)(pf) lac Of Dead L.cad (pr f ) Roof Slope Exterior Snow Load Reduction lope now Pitch over 20 IRS Reduction L, L-- Reducuon Tct2l Load Floor Floor I roof Wall Fall hey ht Wail height ht Floor I Lateral Force Floor 2 Lateral Force Roof Lateral' Force Total Seismic Mass _ Total Lateral pore LR -1 720-0 E - 7 February 2007 Lot #11, BlOck 6. H ender n dub. 10 SOISMic Zone F 40 0 Iccf L.Lpsf) 50 10 15 #1 coni, binticrr 26,56Seismic Fara maters ` =*'x'/1.4 50,00 Fa= 1 l�_ Ss= Sms= 50-00 Sds= 65,00 CS= 0.236 Adj. Factor 1.4 = x,1686 table 1617,6 1.772 1,17 eta. 16-1 per eq. 16-4 Length (p Lb/ft Width 7 25 1925 50 Total Mass Tributary to Roof Levels Shear (Ib ) Roof Levels Length Mpsf) lb/ft 77 10770 0 -1049 Total Mass Tributary to Floor Shear ( )(Ib ) Floor Level: = Lengthy (psf) lb/ft 77 10 770 8 -171 TOt@J Mass TribUt2ry to Floor 1 Shear m(lbs) Floor Levels 0 0 17940 136310 17940 'SnIic Force Distribution *w* Roof SectOns w* H( Roof 13.3 Floor 1 1.0 Floor 2 0,0 Totals 1�su m(''l*�l i) �. O.O 1272 () kip 106 (x )H 1410 0 106 1410 Total Shear (lips) Basement Sheer Wall F(tctal) Leri Taal Load (kips,) Length right side 9,0 10 left sids -0 1 front ,0 70 back 9.0 10 Floor I Sheer Wall RtOt2l Length Total Load (kips) 17-9� right side 9.0 35 left side .0 28 front 9,0 36 back .0 39 Floor 2 Sheer Wall Rtct i Total Load �Cr s - � Length 17.9 Fight side . G 28 left Side �0 28 front 9.0 19 back 9,0 18 Shear `Fall critical Length! W211 DL Floor ISL Front 20.0 375 Back 200 512,5 Dight 60 50 Left 200 50 Calculate i r Farce Reqld to Prevent OT lbs Panel Length () Front 2640 1718 Back 2112 1098 iihat 3417 2819 Left 4570 3972 Width 0 'width 50 % Force 160.000/0 0.00% 0.00% 1 1 940 W(Ib) 96250 10160 106410 17940 (Ib) 0 10160 0 0 Ib 17260 12700 29900 5041 Total Sheer Force (Kip) 17.9399963 17,9399963 17,9399963 hear' all Load plf) Not Applicable Not Applicable Not pllcbl Not AppfiC21ble Shear Wall Load Plf) 256 320 249 230 .'Fear Warr Load (pf Not ApOicable Not Applicable Not ApPlicable ct.pplicablo Roof OL D L (plf) critical I (ft) 810 922 810 1014 4 648 59B 648 598 10 48 1 795 -1049 -2894 -4739 84 -1944 -3972 6000 2221 1025 -171 -1368 3374 2178 982 -214 1 -6584 -8628 -2564 -1410 .�4 Plan, LF W17 0-07 E Date, 7 February 2007 Location: Lot #11, Bloch 6, Henderson Sub. Wind Loading Calculations using Main indforce-Desisting sternI F Longitudinal Direction � � Wind Design effj-caents P=wind load *exp cceff*Ivy J'=Design Pressure Horizontal "find Load (from table 1609.6.2. 1 1 Fall Codd (R end zone ( 16,1 interior zone ) 11. Roof Load (psi -- end zone interior zone (D) 2,7 Vertical find Load �frorn table 1609.6.x`,1(1 Roof Load (psn= end zone windward (2) -7.2 and zone leeward (I=), interior zone windward (G) -5.2 interior zone leeward (H) -5.2 ExPOSure Coefficient (from table 1609.6211(4) 1 =I mportanc Factor �frcm tele 1604..5) Wind Speed 90 Exposure Roof Slope Roof angle (deg) 26.56 lea= 'lnd Ioad"`c p coeff `I Height horizontal wall interior 14,1 horizontal wall end zone =19.48 hori ont2l roof interior 327 horizontal roof end zone 3.15 vertical end zone windward -811 vertical end zone leeward -11.86 Vertical interior zone windward -6.29 vertical interior zone leeward -6,29 A*Hmean 1*hese End Zone Width (1) Intenor Zone Width (ft) Gable Roof Load E fid Interior Hip Roof Load End Interior 'all Load Verb cal Force End I me rio r end zone windward leeward interior zone windward leeward Floor 2 D,Ia,phragm Shear Te#al Shear (lbs) 4250 Front Wall Length 1 Back Ill Length 1 Ftour 1 Diaphragm Sher Total Shear (Ihs) 10330 Front Wall Length 36 Back Fall Length 39 basement Diaphragm Shear Total Shear Ob) 11100 ;Front Wall Length 1 Back Wall Length 10 Critical Wall Length ()= Front Fall Dead Load (ply= 922 Front Fall Critical Length (ft)= 2 -Back Wall Dead Load (p1 4 1014 Back Wall Critical Length eft)- 1 Calculate Uplift, Force I e 'd tO Prevent OT Obs) Panel Length (ft) Front Back 5 -152 , 5 5 40 112 Roof Height 8,50 Wall Height Truss Span 3.4 Sine = 04472 Minimum Pressure Adjusted 14.16 19.48 16.00 10,00 0,00 0.00 0.00 0.00 2nd tcEnd one Width (ft) 2nd , for lnterier Zone Width (ft) Width Height Wind Load Fore (Clbs) 1 -4275 -4 19.48 234 40 3.65 14.16 3686. urn = 3319.281 Area Wind Load Force (I s ) 425 10,00 4250 0 10.00 0 Total 4250 Width Height Wind Load Force Obift) 1.0.95 1 . 40 1.00 14A6 506 Sum = 76 1. 09 Width length Wird Load Force Obs) 5 36.60 0,00 0 40 36,00 0-00 6 40 36.66 0.00 Shear Wall Loads (p1 Not Appllcable Not Applicable Shear Wall Loads (pl 144 133 Shear Wall Loads (pl Not Applicable Not Applicable Total Total (p1 16635 6 5 40 2nd Story Force ObIff) 194.81 566.28 761,09 23 48 -851 8 -1707 -2663 1g -341 1 -4275 -626 -1100 -2048 -2996 -3943 -4891 ExPasure Coefficient (from table 1609-621 (4) 1W= I rnportanee Factor (from table 1604,5) Wird 'Speed Exposure Roof Slope = Roof Angle (deg)= P=wind lead *exp oeff*I horizontal wall interior horizontal wall end zone horizontal roof interior horizcmtal roof and zona vertical end zine windward vertical end zone leeward vertical interior zone windward vertical interior zone leeward 0 C . 56 14.16 19.48 3.27 A -8.71 -11.86 -6,29 -6-29 Roof Height Wall Height 9 Truss Span 34 Sine = 0.447 Minimum Pressure Adjusted 14.16 19.48 10.00 10.00 0.00 0.00 0.00 0,00 End zone Width (ft) Plan: LR -1720- 7 E rid storyEnd Date: 7 February 2007 Location: Lot #11, B lock 6, Henderson son Sub, Wind Loading Calculations using Main Windfor -Desisting System (MWFR � Transverse Direction 67 end Story I ntehor Zone Width Wird Design Coefficients alAe Roof Load 532 P=wind I0 d*exp o ff*1w Height Wind Laud P=[ta i n Pressure -1905 End Horizo Mal 'Find Load (from table 1609.6.2,1(1) Wall Lead ( p f)= 1 end zone ) Interior 16.1 interior zone (C) 14-16 11.7 Roof Load (p sf)= end zone (G) Sum ` 2.6 interior zone (D) .7 Ve rtIca l Wind Load frorn table 1609.6. .1(1 Roof Load (p f)= End 654.5 end zona windward (E) 10.00 -7. end zone leeward (F) F me rio r -9.8 interior zone windward � ) 10,00 -5.2 interior zone leeward (H) -5.2 ExPasure Coefficient (from table 1609-621 (4) 1W= I rnportanee Factor (from table 1604,5) Wird 'Speed Exposure Roof Slope = Roof Angle (deg)= P=wind lead *exp oeff*I horizontal wall interior horizontal wall end zone horizontal roof interior horizcmtal roof and zona vertical end zine windward vertical end zone leeward vertical interior zone windward vertical interior zone leeward 0 C . 56 14.16 19.48 3.27 A -8.71 -11.86 -6,29 -6-29 Roof Height Wall Height 9 Truss Span 34 Sine = 0.447 Minimum Pressure Adjusted 14.16 19.48 10.00 10.00 0.00 0.00 0.00 0,00 End zone Width (ft) 4 5 rid storyEnd Zone ' Idth ft 1 Interior Zone Width (ft) 598 67 end Story I ntehor Zone Width ' 7 alAe Roof Load 532 Width Height Wind Laud Force (1bs � -1905 End .4 1 Interior 67 3.05 14-16 5169 Sum ` 5402.1232 Area Hip Roof Load End 654.5 10.00 6545 F me rio r 0 10,00 0 Total 6545 Walt Load Width Height Wind Load FordIhs � End' 1.0 �1 9.48 1� I ntrior 67 1-00 14,16 949 Sum = 1141329 Vertical Force Width length Wired Load Force (Ih ltd zone windward leewa rd 5 42.50 0.00 0 Interior zone windward 67 42.50 0.00 leeward 67 42.50 0.00 Floor 2 Diaphragm Shear Shear WalI Loads Total Shear (Ib) 6545 Left Wall Length 28 Notp l«a bre � Right Wall Length 8 Floor 1 Diaphragm Shear Shear Wali Loads (pif) Total Shear (Ib) 15692 Left fall Length 28 280 Fight Wall Length, 5 224 basement Diaphragm Shear Sher Watt Loads (pl Total ,shear (Ibs) 16835 Left Wall Length 10 Natl [Cable p� Right 'a11 Length 1 0 Not Applicable Critical Wall Length ()= Left Wall Dead Load (plf)= 598 Total 111 00 Left Wall Critical Length (ft)= 5 Total (pif) 56 j ht Wall Dead Load (plf)= 598 Fight Wall Critlicall Length ()= 4 Calculate Uplift I Force Req'd to Prevent OT (I bs) Panel Length (ft) Frost 1 140 Back 803 2nd Story 194.81 948.52 1143.3 4 6 S 10 1 869 598 56 -48 -1027 -1569 532 262 -280 -822 -1364 -1905 Plan: LR=O'i "Ow-07CE Date; 7 February 2007 Location: Lot #11, Block 6, Henderson Sub. ImBeam FB -3 Load Parameters Floor Live Load (psf) 40 Total Floor Load(psf) 50 Floor 1 Span(ft) 2 Total Floor Load (plf) 50 Wall Height (ft) g Wall Weight (psf) 20 Wall Load (ply 18 0 Roof'Uve Load (psf) 50 Roof Load(psf) g� Roof Span (ft) 24 Total Roof Load (plf) 780 Live Load (plf) 640 I -Beam weight (plf) 48 Total Load (plf) 1058 Reactions & Moment Duration Increase I Beam Span(ft) 20 Reaction 1 (Ib) 10580 Reaction 2 (Ib) 10580 Max Moment FtLb 52900 Max Shear Lb 10580 Max Shear Stress (psi) 244 Select Beam Size Suggested Height (in) 12.4 Alow Stress (psi) = 33000 Calculate S (inA3)= 19.24 Use Factor of Safety = 1.2 1.2 ' S (inA3)= 23-08, From Table 18, Choose g 48 Approx width (in)= g Beam S Value (inA3) 43.3 S Factor of Safety 2.25 Tabulated Depth = 8.5 Moment of Inertia Ix (inA4) '184 LL Deflection (in) = 0.43 Total Deflection (in) = 0.71 LLoad Def. Limit L/ 360 LL Allowable Deflection (in) 0.67 TLoad Def. Limit L/ 240 TL Allowable Deflection (in) 1.00 LL Deflection F/S 1.54 TL Deflection F/S 1.40 ImBeam Selection 8 48 y Plan: Date: Location: 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 (pl-r) Joist Loading (Plf) Max Reaction (Ibs) Max Moment (FtLb/if) Max Shear Lb Determine Joist Size Depth, = Max Moment 100% (ft. -lbs) _ F. S. for moment = Max Shear 1 00 % (Ibs) _ F. S. for shear = Bearing Required (in.)= Live Load (L/360) _ Total Load (L/240) _ EI x 1 0^6 (lb -in A 2) K x 1 0^6 (Ibs) Live Load Deflection (in) Total Load Deflection (in) Live Load F of S Total Load F of S Selection LR- 10=07CE 7 February 2007 Lot #11 , Block 6, Henderson Sub. 6000 1.7E 6000 1.7E 19,3 20.5 11.88 11.88 10 10 40 40 50 50 1 1 19.3 20.5 16 12 2.5 2.5 69 53 667 538 3220 2758 667 5 3 8 11 7/8" 11 7/8 •• 3670 3670 1.14 1.33 1675 1675 2.51 3.11 2.00 2.00 0.64 0.68 0.97 1.03 305 305 6 6 0.59 0.55 0.76 0.73 1.10 1.23 1.27 1.41 117/8" 6000 1.7—E@ 76" 11 7/8" 6000 7. 7E @ 12 " Pian : LR -172 -47CE Date : 7 February 2007 Location :Lot #11, Black 6, Henderson Sub. Micro -Lam beam Uniform loads Uniform Floor Span (ft) Tataf Uniform Floor Load (plf) Wail Height (ft) Wall Weight (pst) Wall Load (plf) Uniform Raaf Span (ft) Teta! Uniform Roof Load (plf) Point Loads 1 Distance from Left (ft) 1 Point Live Load (.1b) 'f Paint Dead Load (Ib) 2 Distance from Left (ft) 2 Point Live load {Ib} 2 Paint Dead Load (Ib) Partially Uniform Loads 1 Uniform Span (ft) 1 Lige Load (plf) 1 dead Load (plf) 1 Distance of left side (ft) 1 Distance of right side (ft) 2 Uniform Span (ft) 2 Live load {plf} 2 Dead Load (pff) 2 Distance of left side (ft) 2 Distance of right side {ft} Tapered Load Tapered load left (plf) Tapered load right (pff) Left Distance (f#) Right Distance (ft) Beam Weight (plf) Reactions &Moment Duration Increase Beam Span(ft) Left Reaction (1b) Right Reaction (Ib) Max Moment FtLb Max Mom dist from Left Max Shear Lb Max Shear Stress (psi) Determine «e Depth Estimate (in) Width Estimate (in) Cross Area (n'1 ) Max Moment l o% Momemt of Inertia i - Factor Of Safety Max Shear 100% Factor Of Safety = Bearing Required Load Beam Factor f Safety E (psi) D fl Ction LL (in) L/0 LL Deflection F of Deflection TL (in) TL Deflection F of Selection za u E 0 20 0 0 0 2 0 0 . 2080- 780 0 0 0 1 6 26 520 195 0 . 220 60 .5 9 12.06 4050 1615.8 7844,5 . 4050.3 97.4 11.88 .5 41.58 17837.82 489,03 2.27 146,11 1.95 2.10 36.21 82.33 2.27 1900000 0.08 0.30 3.79 0.10 0.45 4.34 11 7/8" LVL