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Home My WebLink AboutSTRUCTURAL CALCS - 06-00364 - Airplane Hanger - Eric MossM" aA zo SAJRGENT Sargent Engineers, Inc. 55 South. Main, PO Box 441 Dhggsa ID 83422 Tel 208 354-4400 rax 208 354-4420 Mr. Eric Moss 21$ Mountain Meadows Dr Driggs, ID 8.3422 RE: Eric Muss — Hanger Structural design Calculations . Sargent No., D06104.00.00 Eric'.' April 10th, 2006 As per your request Sargent Engineers has completed the design of the beams., columns, and lateral design (wind and se'smic) for the Eric Mass Hanger. The building is located 1111�Gx�,mg, ividui5c.fr� �.ounty, iaan.c�. 1 he calculations were performed in accordance with the 2003" International Building bode requirements. Structural requirements for the beams, columns, and lateral resisting s��stem are as follows • See attached details for structural information Sargent Engineers appreciates the opportunity to work v�-ifh you on this project, have any further questions regarding these or any other items please call. Attachments : Calculations Sincerely, l f Kari Moulton, P.E. Principal If you Sargent Engineers, Inc. 55 5 Main St. Driggs, ID 83422 Tel (208)354-4400 .� Fax (208)354-4420 Project Locafi*on and- Design Criteria -... Proi. Name Eric Moss Hanger Location: Rexburg Madison County,. Idaho Project Na. D06104 Date: 18 -Jan -06 Cade: IBC 200-3) Gravity Loads: -..� Roof: Live -/Snow 35 PSF Ground Snow, Pty 50 Snow Unbar 52.5 PSF Flat roof, Pf 38.5 Dead Load 15 PSF Snow Expostire, Ce 1.0 Sn. Importance, L 1.0 Floor: Live Load 40 PSF Thermal Factor, Ct 1.1 Dead Load 15 PSF Wind Loads: Exposure C Wind Speed 90 MPH Roof Slope 3 :12 Wind Imp, I, Base Shear Procee-dure: Seismic Loads: category Seismic Imp, 1E SS S, Site Class Base Shear CS R_ 1.o 4.4 K Transverse 4.9 K Longitudinal Simplified Wind Load Method Per IBC 16,09.6 D l.0 0.493 0.161 D- 2.8 K 0.071 6._`5 SDS 0.463 Spy 0.232 Proceedure: Equivalent [_,ateral Force Per ASCE 7-Q2 9.5.5 PSF fi I Project -I1 SARtiEr rr ter -+c_ Sargent Engineers, Inc. 55 South Main, PO Box 441 Driggs3 ID 83422 Tel: 208-354-4400 Fac: 208-354-4420 By:�� GJ;14 = 4vtt L SH. r �Po F+ �e�v� I�Cr'�kF - IZ CI lZsxC s�n� = 311 z 06, %1 6Jf^J d - do i'NOC' 101 AAO" ism; � 1; � C`kyu,.y = 1i -i LO MeAON j /Je--b til 1-1 a it Ae%ZAL- SO Date: Subject: I.Z it F ! � FF /�/. � f I a = �l�'I .2a = 8F'J �d�� c,�J.14. �o.� gP,�tlsl...-1 C 4.11 ON Aa� 'OFT; ttol' 0 "AM fJh.'4^_SVV - S "L4 Sheet 7 �l 0 il I 1 �i 11 221 N. Spdng Creek Parkway Ste, Providence, LIT 84332 ph. (435)753-7214 fax (435) 753-7295 Calculation by-. Matt Hebdon Date: 1/23/2006 Calculation of Wind Pressures for Low -Rise Buildings 2003 IAC Simplified provisions for Low -Rise buildings per Section 16x9.6 Building Data: Location Terrain Dimensions Width Length Eave ht. Roof slope (vertical) Mean roof Vit. Rexburg, !D open Terrain 40 ft 40 ft 12 ft 3.00 V:12 14.04 degrees 14--50 ft. (based on building width) Page 1 of 5 Basic \Arind Speed 90 mph Figure 1609 Expos ur� C lection 1609.4 Building Category 2 Table 16a4.5 Wind Importance Factor (1w) I .00 Table 1604.5 -�, Height and exposure Coeff. 1.21 Table 1 fia9.6.2.'1(4) (interpolate from table) Alt Basic Load Comb w 13 Wind force adjustment factor for load combinations Check: Mean goof ht must be equal to or less than the [east horizontal dimension or fiD ft. Whichever is less if the move condition is met continue, else this method cannot be used to �aicufate wind pressures. � Edge Strip and End Zone Calculation � 10% of least horizontal dimension 4.0 ft 4Q% of the eaue height 4.8 f# not less than 4°l0 of least hor. dim. 1 . 6 ft not less than 3 ft. 3. 0 ft Edge Strip VVidth 4. 0 ft NJ End Zone Width 8mo ft Apply End Zone pressures to one corner of building for wind base shear Rexburg, ID 1123120C16 Basic Windpre'SSUre 3 Page 2 of 5 Use with Alternate Basic Load Combinations of 160 .3. (w=1,3) btiiwww/ I�.�Li ,__ _l t_ r�Vr1.7CC1 IV! 17Vl osure, and Importance Factors, and w Notes- I . Pressures are applied in accordance with the loading diagrams shown in Fig. 1. 2. Plus and minL;S sigils signify pressures acing toward and away from the proje-0.ted surfaces. 3. Transverse and longitudinal Toads for a building with mean roof ht 30 fit_ Table 1609,6.2.1 (1) Basic wind speed of 90 mph. 4. Longitudinal & Transverse Zones lisped for gable wall or hip conditions, respectively, Base Shear Summation of Wind Forces Transverse Wind Zone Area(square feet) j ranswerse area for each buildin❑ zone (fnr VPrtjrAI 7nni--ic "ca trih"f�n._ _, Building Surf. done Transverse Longitudinal(See note 4) _. �_...,� _ ••� ,�•••� •.�•��. �� iue.f�al y eai ccs pmj iVIt.�UW11 U�V15L) Transverse Base Wind Shear by Zone (pounds!) Transverse Load base 7 F 12161 Oj 32321 p Longitudinal (See note 4) 1 0 NIA 1 fl 1 NIA Total Horizontal Transverse Base Wind Shear Transverse 4447 Ibs. Longitudinal Wind Zone Area (square feet) Longftud'Inal area for each building zone (for Vertical zones use tributary area per h�oldoWn devise) Building Surf, Zane I A I B I r. F n --I Longitudinal Tr@nsverse (See note 4) Lonclitudinal Base Wind Shear by Zone (Poundsl) Longitudinal 1128 NIA 3797 NIqn Transverse(See note 4) 0 0 Q Fola1l�orizor�tal Longituc�inal Base Wlnof Shear vr�g��u�ina� 4925 Ibs. Rexburg, ID 1/23/2006 End Zoo 1 ii .e� FIG URE 1609.5.2,1 MAIN WINDFORCE LOADING DIAGRAM Figure 'l. Mai'n Wind Force Loading Diagram Long'I'tudinal Page 3 of 5 1 1 li Rexburg, ID 1/23/2006 25.3 z 0 N cc 0 END ZONE z INTERIOR ZONE �� Positive Value = ,pressure Negative Value = suction -15.9 VERTICAL ROOF ANGLE Page 4 of 5 RiflGE HEIGHT EAVE }-1 EiGt-iT WIND PRESSURES ARE IN PSF -12.1 VERTICAL ROOF ANGLE W] DTH RIDGE HEIGHT EAvE HEIGHT WIND PRESSURES ARE IN PSF F i igure..ofication 0' WFRS Loads in the Transverse Direction 1 ll '1� I 1 iil r «+ Rexburg, ID 1/2312006 20.1 END ZONE INTERI R ZONE Posit'I've Value = pressure Negative Value = suction -24.2 -13.8 VERTICAL U2 U2 LENGTH Page 5 of 5 RIDGE FiEiGI-iT EAVE HE�GHT WIND PRESSURES ARE IN PSF VERTICAL RIDGE � �� HEIGHT � HEIGHT U2 L/2 LENGTH WIND PRESSURES ARE W P F Figure 3. Application of MWFRS Loads in the Longitudinal Direction FA IA I 4� lamminia I Sargent Engineers 55 S Main PO Box 441 Title F Green Residence O r Matt In don Description Date 2:51 Pte,23 Job # D06102 JAN 06 Dri, ID 83422 Scope (208)354 0 A Rigid Diaphragm Torsional Analysis (Cell983-2003 ENE RGALC Engineering Software moss hanger i . m, Calculations .•: z:, .... _ -..._ _ •iF,ba aa`laa- _��,p�_ -. saa':'eineiY .ice' F ,.1•s ._.: - •. _.. - - +y' vA • t .. y.,—__... r.-f,..._•es_i2. _. ..6E\.rLY�4'a�§_ Au .e. �. a� ... .w. r.r � a eu—res. .._._..__-.__—...__ _.._:.__..__.ia,��.�e�-•=±-.a .tea_.. •�.. .-�v w_�i..in e•e --'_e Description Torsion General Information MIA T•"7'T•'-•m'�-�"-' rrrr4+... v-rerr >bP.a Y -Y Axis Shear 41447-00 k _. _._.._.�.___••�_.�.--_ _`__ _.. y . - Min. X Axis E0 X Axis Center of Mass 20.00 ft X -X Axis Smear 4,925.00 k Min- Y AxisE - % Y Axis Center of Mass 20 00 ft ...Shears are applied on each axis separately MaxX Dimension 40. 00 t# Max Y Dimension 40.00 ft Wall Data .............. ------- ...... Label Thickness Length Height VVall.Xcg Wall YG9 Wall Angle WaH End E — -- in ft ft fit fit deg CCVV Fixity e 1 _500 40,000 12.000 20-000 40,000 Fix—Pira 1. .500 40. OGO 12.000 0.00.0 20.000 90.0 Fix—Pin 1. 5.500 40.000 12.000 20.000 0,000 0.0 Fix -Fix 1.0 Calculated Wall Forces 4.�.1s_.....__._.--- ... _ .... v Load Location for Maximam Forces direct Shears Torsional Shears Final Max. Label Wall Shear I X ft Y Length Thick Length Thick k 0.000 2.942 -21345.245 .000 -361.279 -C, .2706,52-4 17.892 0.000 41422.883 0.000 -10.275 0.098 4,422, 883 0.000 -1.0518 -2577.192 0.000 -129.943 0.538 -21707.1 ummary a L. X Distance to Center of Rigidity Y Distance n to Center of Rigidity X Accidental Eccentricity Y Accidental Eccentricity M A 0. 108 Controlling Eccentricities & Forces from Applied Y -Y Shear 19-058 ft X + in%*I , X - X- r = 21.892 ft Torsion Xcam - (M1n%* axX) - - r = 17.892 ft Torsion = 2.000 ft Controlling Eccentricities & Forces from Applied X -X Shear 2.000 fit YCM + i n %*Maxx) - - r = 2.9421~t TGr ion Yam - i %*I - - r = -1.058 ft Torsion 97,351.67 -fit 79$563.67 k -ft 1l_ -ft _5t211,05 k -fit 104 SAWR43ENn7l Project: �oais Sargent Engineers, Inc, 55 South Main, PO Box 441 Dri, ID 83422 r: Tel, 208-354-4400 Fax, 208-354-442 By: J�so� Pikp►..�.�... Date: Subject: a.��l..dr...l =�.... = �- � ybz•� I6 _ },} - .2.4sL 61.6 lb�Fi �! u Ct OEM V = 22L3�S. !ib _ �J S So Ap��.! ---1 -, �V 171 Use : s/ ., ARA 3d z 10C, k Wl QN aG. Pa- t 6 4w A..r d"1% Jor-Y Sheet r� l �I I I I UA I k O I - I A AL 1C t-1 Sargent Engineers, Inc. South Main, PO Box 441 Dr , :ID 83422 Tel, 208-354,4400 Fa 208-354-4420 100JO431 01 Project: By: ,Q = yo r� Lo, d= 14q? 3 G 6 '4 4 Z- .3 -, I � Ho C+ U I , 0 t rl q (qqL 5 lop Date; � Subject: Y Sheet L3 1 1 1 1 "I t,—'7-! �p T GENERAL SHEAR WALL NOTES Shear walls 3 through 8; DF42 3" nominal or wider framing is required at all vertical and horizontal panel edges and 3" nominal silk plate. M� Shear Balis 3 and 4; DF4? 2" nominal sill plate may used if sill plate is anchored by two times thenumber of anchor bolts indicated in schedule - All shear, walls to have 2" x 2" x 3116" (m,inimum size) plate washer at each anchor bolt,. Minimum anchor bolt embedment shall beT' Provide a minimum of 7 anchor bolts per foundation plate member with one belt located not more than 12" or fess than 4" bolt diameters from each end of each plate member. SHEAR WALL SCHEDULE I . MAXIMUM SHEAR = 260 P.L.F. Use 7/16"' APA Rated sheathing one side of walk. Nall all edges with 8d common nails (d=. 13 1 ", mzn. fastener penetration into framing 1 3I$"} at 6" ole. For framing use 2"' nominal width DF #2. Provide 112" diameter anchor bolts at 32" o/c maximum spaczng at the foundation. See pians for locations and sizes of holdowns, 1 �I f Sargent Engineers Title : Green Residence Job # D06102 55 S Main D : Matt Hebdon Date: 4++07PM, 18 JAN 06 P -Ma." PO Box 441 Description : Driggs, ID 83422 Scope: (208)354 00 Rev: 580006 U s or, KW -06 0 4540, Ver 5.8. 0 r 1 -D ec-2 003 Tier Beam & Joist Page 1 (c)1963-2003 ENERCALC Engineeriim-b ng Software moss hanger calcs.ecw. n _q 1 7 Description Beam CaIcs 7 SZ -Y � � 1 . __ Member Information ,.ode Ref- 1997/2001 NC S.1 2000/2003 IBC? 2003 NFP A 5000. Base allowables are user defined --Timber 32Z90 Live Load Ift; 875.75 Truss Reactions Door Header Oft) Ti m b S ect"j' on N4 3-2x6 Beam Width in. 1,500 4,500 Beam Depth in 3.500 5,500 Le: Unbraced Length ft 0.00 0.00 TImber Grade Douglas Fir - Douglas Fir - Larch, No -2 Larch, N.0.2 Fb - Basic Allow psi 900,0 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 11600.0 1,600.0 Load Duration Factor 1,000 1,000 Member Type 0.6096 MIT Sawn Sawn Repetitive Status No No Center Span Data ............ -------- ....................... . . . ... Span ft 40.OLO 3,00 Dead Load #/ft 15.00 32Z90 Live Load Ift; 875.75 Dead Load Live Load 53.00 Start 20.000 End fti 40.000 Cantilever Span .7 Span ft 1 .50 Uniform Dead Load 15.00 Uniform Live Load 53.00 Results Ratio 0.6096 MIT Mrnax Center in -k .................... ................. 105.67 ............................. ---------- . ............ ......... T 16.18 ...... ..... ........ .............. X ft! 23.84 1.50 Mrn2x @ Cantilever in-kI 1 -0.92 0-00 fb Actual Fb Allowable fv Actual Fv Allowable psi, 34,505.9 psi.' 1135U OverStress psi. 310.3 psi 180.0 et rens 7 13.2 I P 17&0 Bending OK 75.8 1810.0 Shear OK Reactions . ............. @ Left End DL Ibs i 299.58 484.35 - - --------- - LL lbs� I 265.00 1,131162 Max. DL+;LL I bs. 564,58 9 Right End DL lbs{ 322 92 484.35 LL Ib s 875-99 1,313.62 Max. DL+LL Ib s 15198-91 1 1797.97' Deflections Ratio > 240 1 Def lectiop, OK Center DL Defl in -100,415 -0.006 Ratio 4,8 61106.9 Center LL DO in -0.016 L/Defl Ratio 2.7 2}251.7 Center Total DO in -##, -0-022 Location 21,120 1.500 LI fl R2t-10 1-7 1 }645,1 Sargent Engineers 55 S Main PO Box 441 Driggs, ID 83422 (208)354-4440 Hew :)bu*aFo U ser, KW -0604540. Ve r 5- 8 - 0, 1- e C- 20-03 (c)1983-2003 ENERCALC Eng'lneelring Software Description Beam Cake Cantilever DL Def! in 12-013 Cantilever LL DO in 23.993 Total Cant. Def! in 36.006 L/Defl Ratio 1.0 Title : Green Residence Dsgnr: Matt Hebdon Description : Scope : Timber Beam &Joist Job # 006102 Date: 4:07PMI 18 JAN 06 Page 2 hanger calcs.ecwCalculations mmmv� 1 11 Sargent Engineers Title ; Green Residence Job # D06102 55 S Main Dsgnr: Matt Hebdon Date: 4:1 OPM? 18 JAN 06 PO Box 441 Description Griggs, 183422 Scope (208) 354-4400 Rev: 5.80003 U ser- KW -0604 540,5.8. 0, 1--2003 Page (C)1983-2003 ENERCALC En gi�earing Software Timber Column Design moss han er c -lc -s =77 1�07_ V.1 I _771 ecw'Calculatiorls g Z_ Description Door Header (3ft) L G,eneral Information id e Ref: 199712001 NDSO 2000/2003 IBC, 2003 N.FPA 5000, Base all owables are user defined 3.'t Wood Section 2-�&.^ Total Column Heigh %j I t 7.00 ft Rectangular Column Load Duration Factor 1.00 CLO[umn Depth 5.50 in Fc 1,350.00 psi Width 3.00 in Fb 900.00 psi Sawn E - Elastic Modulus 1 1600 ksi Douglas Fir - Larch:, No.2 Untraced length for "y -y" axis sideways deflection 0. 00 ft Unbraced length for x - x" axis sideways deflection 7.00 ft Lu XX for Bending 0.00 ft Loads Axial Load Dead Load Live Load -Short Term Load 484.40 lbs 11313.60 lbs O�00 lbs Using '. 2-2x6, Width= 3.00in, Depth= 5.501n, DL + LL fc: Compression 108.97 psi Fr, -. Allowable 548.11 psi fbx Flexural F'bx Allowable 100 psi 11 169,90 psi Total Column Ht= 7.00ft DL + LL + ST 108.97 psi 548,11 psi 0.00 psi 1,169,90 psi Column QFC DL + ST 29,36 psi O 548.11 P s 0-00 psi 1516990 psi -Interaction Valug 0.1988 0.1988 0 .0 53j 6 Own ----------- rc . X -A 548,11 psi For Bending Stress Caics... Fc: Y -Y 1,485.00 psi Max k*Lu / d F'O -. Allowable 548.11 psi Le: Bending F'c:Allow * Load Dur Factor 548-11 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1 T16990 Psi Rb : (Le d / b,112) A .5 F'bx * Load Duration Factor 13169.90 psi RIF All 11. . vvv N Lu I U Cf -Bending For Axial Stress Calm.. Cf - Axial Axial X -X k Lu / d Axial Y -Y k Lu / d 0.00 ft 1,000 11.00 1.300 1.100 28.00 0.00 2 Sargent Engineers 55 S Main PO Box 441 Title. Green Residence D ry : Matt Hebdon [description : Job # D06102 Date: 4.,12PM, 18 JAN 0 [ri, 183422 Scope (208) 35400 Timber Beam & Joist _-oss hanger (c)1983-2003 ENERCALC Engineering Software m �__i--r___,._v•.-u.a�4rei._�r"a � � ''- 3ier i�-eda gid:_ '�,_as•e •e•., �..:. ..:. ._ - ::.. y.. ..,- .ss'1a _�_ e -a -e -.•a en ra._..:. __ _ .,gyre ee,ne. -... _.__T 1�y1 +tet s ._ :. ..: __•__`�'. 'ee. yam---i.-�rr.r,•r.._. - e .. - .3 ' -. s� �� ._.. ... - e• _ s. _..-_ e._a�__.__�..._.. _ _i__ a. - Description Front TrussReact'j'ons LRRiesults Rat -10 _ #.if if ff-ff max @ Center Timber b r Information ".'*Ode Ref_ 1997/2001 NL S� 2000/2003 I P 2003 I FPA 5000. Ease allowables are user defined r ............... _. re,e. 312.86 .._ a' s,e.r _1'�i;�'�,. - ... - ._. ...._._....: . ra ' ,. : �' ,.. ..:. __......, .. _...... __........ ..... rete r.ie e, ........... X eeeee- ft 21-760.0 Front Truss Front TSIs Unbalan Balance Timber Section 2X4 2x4 Beam Width 1.500 1,500 Beam Depth in 3.500 3.500 Le: Unbraced Length 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir - Larch, No.2 Larch, No, F b- Basic Allow PJ 900.0 900. F - Basic Allow P 1. 180.0 180.0 Elastic Modulus ksi 1 P 0. 1 .600. O Load Duration Factor 1.000 1,000 Member Type Sawa S,awn Repetitive tatu o No MOW Center Spar, Data {� ....................`. .......r_ Span ft ..._.:..... _........ .,.�....-_..�_._v_ ...__._.._ ...:_rr.. If�cIL 0 n h. _._:..-----.._.._..,,.. ,_.._..._,_a'--- ------------------ ar�_,.u...;_._�(.._.:..__.._ ..................� � --..•e-.---.._.:__.__.._........... ............._._ ...,....,.�e....e,___._ __._._:_....u...e..` ra..a:�� '` � ,.� .�.., .00 Dead Load /ft! 95.40 95.40 Lire Load /ft: 35-00 Dead Load /ft. Live Load 53,00 Start ft 20.000 End ft 40,000 Cantilever SpanS .,. nJ }-v_...._ ... .�.�..v: ... .:_:r. •• moi::_'- '_::... �.e.u_.__. Span i .., ::. .Loi ba.e-r��_-. -....era.. .. .... ... �__>J___ -: � - ,J 0 :..:._. ...:. :. ~. •' .s. ...,.; - {a •.R e� �¢ _' _ e- - !J_: .. .._ e. ___ '•� ..: :" f. r . . ' •. _. _Y: Sim . - _. _,_ _ as-arr, ��_... .... .^,.. a_,• .:. .. .. _ __ - ..__.._._-._ __. .... . .. .... ..vim .._ ...a: -.. ' 1.50- ,. - a_ _'... ... _._.._. -v � s Uniform Dead Load #/fti 15,00 15.00 Uniform Live Load #/ft° 53,00 35.00 LRRiesults Rat -10 _ #.if if ff-ff max @ Center 1 n .... _..__.:._,...._... .. 295.29 ............... _. re,e. 312.86 .._ a' s,e.r _1'�i;�'�,. - ... - ._. ...._._....: . ra ' ,. : �' ,.. ..:. __......, .. _...... __........ ..... rete r.ie e, ........... X eeeee- ft 21-760.0 Mmax @ Cantilever in -k, f : Actual Fb : Allowable N Actual 0-00 F : eCfabl -0.92 psi: 961420.7 psi: 11350.0 OverStress psi 766.0 psi 180.0 Overstress 102,1 7. 1.350.0 ver - tress 739.6 180.0 Ove r Stress �e'actjons ............... Left End DL lbs 1,907.58 1,907,58 LL lbs 265,00 700.00 Max. L+LL lbs; 2.172.582,607.58 a[7 Right End DL LL Max. DL+LL h 13930-92 11930-92 ib 875.99 753,48 i , 806.91 2,684-41 Deflections Rat'o > 240 e�.Ra'Llo e e Center D L Defl -640r464 -640.464 L /D fl Natio _ _ Center LL Dfi L /D fl Ratio Center Total DO Location L/D fl Retia in #. _ in -#. ft 20.320 , W Sargent Engineers SS S Main PO Box 441 Title : Green Residence D nr: Matt H bdon Description Job # D06102 Date: ;1, 18 JAN 0 [r, ID 8 (208)354 00 Rev: 580006 U ser KW-Ot:)'-04540, Ver:8: 0. 1-0 - Page (c)198-2003 EERAL Engineering.Timber Beam & Joist _ .�.., moss harger calcs.ecw-Calculations4s ,•. :: ---._��.��:�rr�L_..._... -.- _.__i._ ._., mar_ :< ::. - .- - s ., #: ��aee_ ,_. " .'.a ,Y,-, ..} < ��r-r—r�rrr® a,°i_?�-R--n-r�-,--es�..�nv� - _ _�__--_•` ate_..,. -� a.n a.. Description Front �va,•,_F �,:w...:,��r_'�vey..._ ... _.>�� .�. y. .._ .....�'_�.:i..••:_.,--. ,.•�___.___rr. r.:�a��_�.,.�_._._.- . �� --a �wwR.w �_.__. - rrw.sLn.� �_�r-esu. __'--__ ,_� ._. _ Truss Reaction�.,.. _�.�._—_tee,.._ e - - _,_._.®.—,_. ��..__ ..., •, �r�--:.. ___.._ ....._ Cantilever DL Def Cantilever LL Deft Total Cart. DO UlDefi Ratio in, 76,821 76.821 in- 4.066 -029 in- e 0.4 03 Sargent Engineers 55 S Main PO Box 441 Title : Green Residence Dsgnr: Matt Hebdon DescHiption : Job # D06102 Date: 4:15PM, 18 JAN 05 Driggs, 183422 354 00.-----,. Scope Rev., 580003 User: KW -0604540, Ver 5.8.0, I -Dec -2C)03 Timber Column Des igr n Page 1 1983-2003 ENERCALC Engineering Software 's -Calculatons -oss hanger C2 1� ecw - - =7 Ei Description 40 foot Open lr ort General Information Wood Sect**n: 2MA. 'A U Rectangular Column Column Depth 5.50 in Width 3.00 in Sawn ide Ref-. 1997/2001 NDS, 200012003 1BC1 2003 NFPA 50-00. Base allowables are user defined va qgpil 1711:7 -7-7- Total Column Height 12.00 ft Unbraced length for,,, _ '' axis sideways defle-,,-,tion Unbraced length for PP x - x" axis sideways deflection Lu XX for Bending Load Duration Factor Fc Fb E - Elastic Modulus Douglas Fir - Larch, Io.2 0.00 ft 12.00 ft 0.00 ft 1.00 1 1350, 00 psi 900.00 psi 1,600 ksi Eccentricity 0.000 in .............. M Summary Using '. 2-2x6, Width-- 3.oain, Depth- 5-501n, DL + LL fc :Compression 170,12 psi Fc -, Allowable fbx : Flexural F'bx - Allowable 201.97 psi 0,00 psi 1 r 169.90 psi Total Column Ht= 12.00ft DL+LL+ST 170.12 psi 201-97 psi 0.00 psi 1 x169.90 psi Column QAC DL + ST 117.02 psi 201.97 psi 0.00 psi 1 169.90 psi Interaction Value 0.8423 0.8423 0.5794 .Stress Details ...... - - - - - - : - . - 7 ...... .. . .. ............. ...... . ........... ------ - Fc X -X 201.97 psi For Bending Stress Calm... Fc Y -Y 11485.00 psi Max k*Lu / d 50-00 F'o Aflowable 201.97 psi Le - Bending 0.00 ft F'c--Allow * Load Dur Factor 20.1 .97 psi (Lu-xx * NDS Table 3.3-,3- factor) F'bx 15169.90 psi Rb : (Le d I b,'12) 11.5 Fx * Load Duration Factor, 11169.90 psi Min. Allow k*Lu / d Cf -.Bending For Axial Stress Cake... Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d 1 �000 11,00 1.300 tl ll 0 4 I I 15 0 I ll