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Home My WebLink About316 Viewcrest Ave Technical - Building TECHNICAL 3 \ ~ ~l~W CrtsJ- A\fe Ntl0 S f ~ ~O~~20'L \ <0 fO--~es -, ~ III SOUND STRUCTURAL SOLUTIONS E N GIN E E R S Client C. Anderson Homes & Development Chris Anderson 8215 184th Dr SE Snohomish, WA 98290 360-243-8398 phone 360-243-8398 fax s0601011 SSS # I Plan 1465 Project Identification 1 Story SFR Chao Chang Not Valid Without A Wet Signiture Section 1 2 Engineering Calculations Wind & Earthquake Design Framing Design Date 1/24/2006 Engineer Cophas DSF {Z., Description oriqinal contract 21118 66th AVENUE WEST - LYNNWOOD, WA 98036 - PH: 425-778-1023 - FAX: 206-260-7490 Lateral Analysis Plan 1465 s0601011 I~ ~"ISOOND STRUCTURAL SOLUTIONS ~~Q "N G' 1 .. E E. .:R 'J 21118 66th AVE W - LYNNWOOD, WA 98036 PH: 425-778-1023 - FAX: 260-260-7490 Governing Code: 2003 International Building Code all references in right margin are 2003 IBC unless specificly noted otherwise. [Page numbers] 1603.1 General Desiqn Criteria ~ Desion Loads ( lSf) Dead Live Snow (flat roof) Roof 15 20 25 Floor 10 40 nja Wall 10 nja nja 1603.1.4 Wind Desiqn Criteria [1Zg] 1. Basic Wind Speed 85 mph 2. Wind Importance Factor Iw 1.00 3. Wind Exposure Category B 4. Internal Pressure Coefficient +j- 55 5. Components and Cladding design pressure +/- 10 psf 1603.1.5 Earthquake Desi9n Data [1Zg] 1. Seismic Importance Factor IE 1.00 2. Short Period Acceleration Ss 1.120 2. 1-Second Accelleration S1 0.470 3. Site Class D 4. Spectral response coefficient SDS 0.79 4. Spectral response coefficient SDl 0.48 5. Seismic Design Category D 6. Seis. Force Resisting System 1. K. 7. Design Base Shear 7167 Ibs 8. Seismic Response Coefficient Cs 9. Response Modification Factor R 6.5 10. Analysis Procedure used Simplified Table of Contents DC WF EF DL FR 55 5W 5CH General Lateral Design Criteria Determination of Wind Forces Determination of Earthquake Forces Allowable Stress Design Loads Shear walls in the Front to Rear Direction Shear walls in the Side to Side Direction Shear flow calculations Schedules V 1.0 Section 1 F 1609 [284] T1604.5 [272] 1609.4 [290] ASCE 7 F 6-5 [49] 1609.6.2.1.1 [291] T1604.5 [272] F1615(1) [304] F1615(2) [304] T1615.1.1 [322] EQ 16-38/40 [322] EQ 16-39/41 [322] 1616.3 [326] T1617.6.2 [334] T1617.6.2 [334] 1617.5 [331] DC1 In Wind Loads Section 6.4 SEI/AseE 7.02 Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h Main Windforce Loadin!:l F6-2 f411 End zone distance, 2a, where "an equals the smaller of 10 percent ot least horizontal dimension (I.h.d.) or O.4h, but not less than either 4 percent of Ihd or 3 feet. Diaphragm 1 I.h.d. (ft) = 27:,1~F A 2a (ft) = 6 Areas ,,\56 Simplified Wind Load Method 6.4 f271 5 :12 16:5 ft 1d.5;ft 13.5 ft or 22.62 degrees 6.2 [24J o '..348 A 76' o 1 Basic Wind Speed Wind Exposure Category Wind Importance Factor Height & Exposure Adjustment Wind Pressures 1609.6.2.1 f2911 P 5 = ^,.I w' P 530 85 mph B 1.00 ^ = 1.00 1609.3 [289J. F1609 [284J 1609.4 [290J 1609,S [290J, T1604.5 [272J T1609.6.2.1(4) [297J EQ 16-34 [291J Minimum pressures shall not be less than assuming the pressures for zones A, B, C, & D all equal 10 pst, while zones E, F, G, & H all equal zero. Zone Pressures. (A)(I",)(DS30) T1609.6.2.1(1J f2941 85 Horizontal Pressures o 8 C 2.30 0.40 1609.6.2.1.1 [291J Vertical Pressures F G -8.70 -4.60 D F x= I: (p sx-x) x= A Diaph 1 Transverse Fx = 5463 Fxmin = 8010 Longitudinal F x = 2527 F xmin = 2270 V1.0 Section 1 VVF1 Earthauake Loads Section 9.0 SEIIASCE 7-02 Effective Seismic Weight (pst) roof floor wall 15 10 10 Effective seismic weight at Story (x) Diaphragm mise load 1 weight (Ibs) Site Clasification and Criteria Selection 1615. 1616, 1617 USGS Probabilistic Hazard Lookup Link hlto:/Ieadesian.cr.usas.aov/htmlllookuo-2002-intero.html hlto:/Ieaint.cr. usas. aov/ea/html/ziocode. html 1.1200 0.4700 D 1.052 1.530 I 1.00 D 1. K. 6.5 Short Period Acceleration 1-Second Acceleration Site Class Site Coeffiecient, Fa Site Coeffiecient, Fv Seismic Use Group Seismic Importance Factor Seismic Design Category Seis. Force Resisting System Response Modification Factor 5s 51 IE R Desian Spectral Response Acceleration Parameters 1615.1.213 r3221 Substitute equations 16-38 & 16-39 into 16-40 & 16-41 respectively, 2 S OS=-.F a'S s 3 2 S 01 =3'F v'S 1 5Dl = 0.48 Simplified analvsis Procedure. Seismic base shear 1617.5 r3311 1.2.S OS v= .w R Vertical Distribution, Forces at each level 1617.5.2 [332J 1.2.S OS F = .w x R x 5DS = 0.79 v= 7167 Ibs Diaphragm 1 7167 Ibs V 1.0 Section 1 Area Base 18521 Wx 49425 F1615(1) [304J F1615(2) [304J T1615.1.1 [322J T1615.1.2(1) [323J T1615.1.2(2) [323J 1616.2 [326J T1604.5 [272J 1616.3 [326J T1617.6.2 [334J T1617.6.2 [334] EO 16-38/40 [322J EO 16-39/41 [322J EO 16-56 [331J EO 16-57[332J EF1 Allowable Stress Desio" Loads For Wood lac 2003 Design shall resist the applicable load combinations of Chapter 16. Shear resistance of diaphragms and shearwalls shall be based on the Principle of Mechanics. Desian per Alternative Basic Load Combinations For worse case effect with wind load, L & S shall be zero. Equations 16-14, 16-15, & 16-16 become, O+O)W Where w equals 1.3, W equals Fxof the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-18 controls, 0.9 0 + E/1.4 , substitute Equation 16-51 for E (p Q E - 0.2 S OS 0) 0.9 0 + , simplify & arrange variables 1.4 (0.9 - 0.14 S OS) 0 + ~ Q E 1.4 Where QE equals F x of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx Front to Rear Side to Side I Diaphragm Force (Ibs) Force (Ibs) I 1 10413 3285 Seismic Design Loads, (p/1.4) F x p= Force (Ibs) 6399 Sum the moments about the base of a shearwall, overturning shall resist, (v.w).h - ~ (D.: + P.w) (v.w).h - (0.9 -0.14 S DS) (D.: + P.w) for wind for seismic V 1.0 Section 1 2301.2.1 {445J 2305.1.1 [458J 1605.3.2 {274J 1605. 1 {273J 1605.3.2 {274J 1609.1.3 {283J 1605.1 {273J 1617.2.2.2 {331J DL1 Princiole of Mechanics. cont. _ Where, v= shear per linear foot of shearwall w= width of shearwall h= height of shearwall D = resisting dead load centered over shearwall p= resisting dead load at end of shearwall Free Body Diagram of a ShearWall p o ,Ir ... I' ~.W) h SIll MCIEN1S rMWT CCIID L.-J ... Shearwall calculations follow, where, Vx % VDx VTx+1 VTx L V VF Max T x Vs w h dr dra df dfa TWX+l Twx TeX+l Tex V 1.0 Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SWs above that transfers to the SW's, Ibs Total force in the SW's (VOx + VTx+1), Ibs Total length of SWs (L w), feet (ft) Linear force in the SW's (VTxlL) , pounds per foot (plD Greater of v induced by wind or earthquake, plf Maximum uplift force of the SW's, Ibs Greater of v in the sheathing induced by wind per _ or earthquake per _, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate 0) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate 0) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs Section 1 DL2 Wall Line Story (xl Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear 1 1 F-R VS w h dr dra df dfa T Wx+1 Twx TeX+1 Tex WIND E.QUAKE NG(6.125 1.75 9 2419 1666 VTX+1 NG(6.125 1.75 9 2419 1666 % of Vx 12.0.0(0 10..5% Vox 961.2 671.9367 VTx 961.2 671.9367 L 3.50. v 275 192 VF 275 Max T x 2,419 1,666 Wall Line Story (xl Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear 2 1 F-R VS w h dr dra df dfa T Wx+1 Twx TeX+1 Tex WIND E.QUAKE 148 11.50. 9 2 2 1117 682 VTX+1 148 7.25 9 2 2 1288 884 235 2.83 9 2 2 1466 10.93 % of Vx 50..0.% 50..0.% Vox 40.0.5 3199.698 VTx 40.0.5 3199.698 L 21.58 v 186 148 VF 186 Max Tx 1 ,466 1,0.93 Wall Line Story (xl Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear 3 1 F-R VS w h dr dra df dfa T Wx+1 Twx T ex+1 Tex WIND E.QUAKE 158 6.50. 9 2 2 1360. 10.0.7 VT x+1 158 9.50. 9 2 2 1240. 865 % of Vx 3~:D%I>3.!:}.5%" Vox 30.43.8 2527.762 VTx 30.43.8 2527.762 L 16.0.0. v 190. 158 VF 190 Max T x 1,360. 1,0.0.7 V 1.0 Section 1 FR1 Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear A 1 S-S VS w h dr dra df dfa TWX+1 Twx T ex+1 Tex WIND E.QUAKE 225 3.00 9 3 4 216 977 VTx+1 169 4.00 9 11 2 94 832 225 3.00 9 11 2 181 935 % of V x 1'59,gro1!:: '50.0%:0 184 3.67 9 14 158 908 VOx 1263.6 3199.698 208 3.25 9 14 201 958 VTx 1263.6 3199.698 153 4.42 9 14 82 818 L 21.33 v 59 150 VF 150 Max Tx 216 977 Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear B 1 S-S VS w h dr dra df dfa T Wx+1 Twx TeX+1 Tex WIND E.QUAKE 53 20.00 9 -416 -238 VTX+1 68 3.50 9 81 348 53 7.33 9 -34 212 % ofVx 50:0% 59.90/0 53 9.50 9 -100 135 VOx 1263.6 3199.698 53 5.33 9 26 283 VTx 1263.6 3199.698 53 15.25 9 -273 -69 L 60.91 v 21 53 VF 53 Max T x 81 348 V 1.0 Section 1 SS1 1- Shear Wall SummarY Story Line Width SW 1 3.50 PF 275 2 21.58 B 6 186 82% 235 98% STHD8 1466 3 16.00 B 6 190 85% 158 66% STHD8 1360 A 21.33 A 6 150 100% 225 93% B 60.91 A 6 53 35% 68 28% V1.0 Section 1 SW1 I I Shear Transfer Connections II) :9 II) :9 II) :9 II) Cll ;; '(j l'G C. l'G o 3: en "i CJ 'Q. >. I- N I.C'.i 0> ~ o 1.0 '<t N <0 ~ .!!l 'iij C - c ro en "'C <0 ~ 1.0 (of) <( C o II) a. E en .!!l 'iij Z "'C <0 ~ IlOIf ('IiI'OOS (R rm lIlH lUG) SW'x' PER PlAIt f'UUt em- CR lUG) SW'y' PER PlAIt f'UUt ~ (;f! tuG) fOOf€lAQ Fasteners and Spacing '<t a. I- ...J C o II) a. .S (f) 47 31 26 21 20 15 11 9 7 7 6 II) :9 1.0 0> 1.0 II) :9 o (of) ~ Il:! N I c o II) a. E (f) 10 6 5 4 4 3 2 2 1 1 1 f '" m - (muss tJt I. i. 1m "TCoW) ~ ~ ~~ . ~ . f ~~ ~~ :-~ ~ t -~ Fi.O('.fl . . · ('Il<C 'I CANlIDDlOO W/;lJ. lU1EI!lOR SW) ;;:..- NOTE: SEE 11"{ SiEARWM.L smmutE Foo FASlENERS MIl ~A(JIG - ryp SHEAR FLOW CONNECTIONS DIAGRAM N.l.S. iH:ARfl.CW 0011116 V1.0 Section 1 II) :9 1.0 ~ '<t ~ I c o II) a. E en 33 22 18 15 14 11 8 6 5 5 4 16 11 9 7 7 5 4 3 2 2 2 II) :9 II) :9 o ~ N N ~ 0> II) :9 II) :9 II) :9 () I- a c o II) a. .s (f) (j) - ro a:: x ~ OJ <( ro :0 N - ~ co N (of) ~ '<t <0 <0 ~ o N ~ ~ (j) - ro a:: x ~ OJ <( ro :0 to - 1.0 - Q) - ro a:: x ~ OJ <( .~ "'C to - 1.0 (j) - ro a:: x (of) '-' OJ <( ro :0 N - ~ 72 106 133 89 48 70 88 59 41 75 50 32 60 40 31 57 38 12 44 29 9 33 22 25 17 22 14 21 14 16 11 FlOlR ~ at LUG) ~ liar (IlLISS CR RmI AT G.W.E1 2r4 IIN flAT flOQ( A1 !AJC( (l!me) 00 ElXI NW m.. TQ.flOOl ttmECl1lll FUlCR (RN at lUG) 9J. r- RlII<<lA 1IllM NOTE: m-10-WNJ.. FlOOfHD-WAlL &: Ft~- T()"'51Ll COONEC11ONS PER liE flEARWJ\LL SOiEDIAE ARE till.I REaRm TYP ALTERNAlE SHEAR FLOW N.IS. JILT Sf:AR fl(W CMl16 EI<E NAl.S EI<E NAl.S W,lU SiEA lHtro (!PUttS AI.J.O'ID eN. Y AS SOO'w.) Et<< NAl.S S'UCE Al..LO'If.D AT liAS!; a:- IN.l Ef<l1W.S Era: IW.S SW2 SHEARWALL SCHEDULE *1 IIIII ~~ s~uJ~~ ~L~I~S 1 Materials per Section 2303, and construction per Section 2304 of the 2003 International Building Code. 2 Construct cripple walls per shearwall above, and gable-ends per shearwall below, unless noted otherwise (u.n.o.) 3 Pressue treated 2x HF, u.n.o., sill plate with anchor bolts embedded at least 7 inches, or expansion anchors embedded at least 4 inches. Use 2" x 2" x 3/16" washers or greater as required. There shall be a minimum of two bolts per piece spaced not more than 6 feet apart, with one bolt located not more than 12 inches or less than 4 inches from each end of each piece. 4 Connectors per Simpson Strong-Tie or equal. LTP4, LTP5, and LS70 can be substituted for A35. FLOOR: Install A35's on rim joist or solid blocking between joists. ROOF: Install H1's on all truss/rafter bearings (including walls not designated as SW), and A35's on gables. When the specified A35 spacing is less than 24"oc, A35's are required on solid blocking between truss/rafter bearings to the SW top plate (H2.5's can be substituted for H1's at these locations). 5 Common nails shall meet the following minimum dimensions: 8d=0.131"x2Y2", 10d=0.148"x3", 16d=0.162"x3Y2" 6 Attach to 2x HF studs spaced no further than 16"oc, u.n.o. 7 Block all panel edges, and field nail at 12"oc, u.n.o. Do not pentrate nails past flush. 8 Abutting panel edges require a 2-2x (lamination connection same as WALL-TO-FLOOR), 3x, or greater stud 9 3x, 2-2x, or greater sill plate required. Job Number Date 50601011 1/24/2006 SW SHEAR FLOW CONNECTIONS WALL SHEATHING SILL-TO- ROOF- TO-WALL, WALL -TO-FLOOR CALL CALL SHEATHING EDGE FOUNDATION *3 FLOOR-TO-WALL, *5 OUT OUT *6 NAILS FLOOR-TO-SILL *4 *2 *2 *5 *7 s/8"0 @ 60"oe or 16d slant @ 12"oe 16d @ 12"oe V:JI." ~6j w 7/16" 8d @ 6"oe '12"0 @ 60"oe or A35 @ 36"oe ~.-. i&' 5/8"0 @ 60"oe or A35 @ 24"oe 16d @ 10"oe lill~ '12"0 @ 48"oe HOLDOWN SCHEDULE IIIII~~ s~u~~ ~L~I~S 1 Simpson or equal. Locate at end of SW, u.n.o. Foundation embedment and minimum end distance per manufacturer (deepen foundation as required). 2 Use manufacturer recommended fasteners. Attach to 2-2x HF studs, u.n.o. 3 Connect to holdown with threaded rod and coupler as required. Job Number Date 50601011 1/24/2006 HOLDOWN / STRAP FASTENERS FOUNDATION COMMENTS *1 *2 ANCHOR *3 STHD14/14RJ 38/30-16d sinker N/A STHD8/8RJ 24-16d sinker N/A V 1.0 Section 1 SCH1 1- Title: Dsgnr: Description: Job# Date: 9:08AM, 25 JAN 06 Scope: Rev: 580004 User. KWOO06655. Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Page 1 50601011 d060124 eC.ecw:Calculations Description 0-1 General Timber Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Beam Width Beam Depth Member Type 3.500 in 7.250 in Sawn Load Dur. Factor Beam End Fixity 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever .Hem Fir, NO.2 Fb Base Allow Fv Allow Fc Allow E 5.75 ft .... .Lu ft .... .Lu ft .... .Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 128.40 #/ft #/ft #/ft LL LL LL 513.30 #/ft #/ft #/ft I I Summary . Beam Design OK Span= 5.75ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.939 : 1 Maximum Moment 2.7 k-ft Allowable 2.8 k-ft Max. Positive Moment 2.65 k-ft at 2.875 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 2.82 fb 1,037.93 psi tv Fb 1,105.00 psi Fv I Deflections 109.06 psi 150.00 psi Reactions... Left DL Right DL Maximum Shear * 1.5 Allowable Shear: Camber: @ Left @ Right @ Left @ Center @Right 2.8 k 3.8 k 1.84k 1.84 k 0.000 in 0.033in 0.000 in 1.84k 1.84 k I Center Span... Dead Load Deflection -0.022 in ...Location 2.875 ft ...Length/Detl 3,157.1 Camber ( using 1.5 · D.L. Detl ) ... @ Center 0.033 in @ Left 0.000 in @ Right 0.000 in 0.37 k 0.37 k Max Max Total Load -0.109 in 2.875 ft 631.71 Left Cantilever... Deflection ... Length/Detl Right Cantilever... Deflection ... Length/Detl Section 2 Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description: Job# Date: 9:09AM, 25 JAN 06 Scope: Rev: 580004 User: KW-0606655, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Page 1 50601011 d060124 ec.ecw:Calculations General Timber Beam Description 1-1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000, Base allowables are user defined Section Name 4x8 Beam Width Beam Depth Member Type 3,500 in 7,250 in Sawn Center Span Left Cantilever Right Cantilever ,Hem Fir, No,2 Fb Base Allow Fv Allow Fc Allow E Load Dur. Factor Beam End Fixity 1.000 Pin-Pin 5.25 ft ft ft '.., .Lu .". .Lu .... .Lu 0.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 215.00 #/ft #/ft #/ft LL LL LL 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 358.00 #/ft #/ft #/ft I I Summary I Beam Design OK Span= 5.25ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.699 : 1 Maximum Moment 2.0 k-ft Allowable 2.8 k-ft Max. Positive Moment 1.97 k-ft at 2.625 ft Max. Negative Moment 0.00 k-ft at 5.250 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 2.82 fb 772.63 psi tv Fb 1,105.00 psi Fv I Deflections 88.91 psi 150.00 psi Reactions... Left DL Right DL Maximum Shear * 1.5 Allowable Shear: Camber: @ Left @Right @ Left @ Center @Right 2.3 k 3.8 k 1.50 k 1.50 k 0.000 in 0.038 in 0.000 in 1.50k 1.50 k -. Center Span... Dead Load Deflection -0,025 in ...Location 2.625 ft ...Length/Defl 2,477.1 Camber ( using 1.5 . D.L. Detl ) ... @ Center 0.038 in @ Left 0.000 in @ Right 0.000 in Total Load -0.068 in 2,625 ft 929.44 Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Section 2 0.56 k 0.56 k Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description: Job# Date: 9:09AM, 25 JAN 06 Scope: Rev: 580004 User: KW-0606655, Ver 5.8.0, 1-Oec-2003 (c)1983-2003 ENERCALC Engineering Software Page 1 50601011 d060124 eC.ecw:Calculalions Description 1-2 General Timber Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Beam Width Beam Depth Member Type 5.500 in 9.500 in Sawn Load Dur. Factor Beam End Fixity 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, NO.2 Fb Base Allow Fv Allow Fc Allow E 8.75 ft .... .Lu ft .... .Lu ft .... .Lu 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Span= 8.75ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 5.5 k-ft Allowable 6.0 k-ft Max. Positive Moment 5.48 k-ft at 4.375 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 6.03 fb 795.43 psi tv Fb 875.00 psi Fv Deflections I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Center Span... Dead Load Deflection -0.056 in ...Location 4.375 ft ...Length/Defl 1,891.7 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.083 in @ Left 0.000 in @ Right 0.000 in 215.00 #/ft #/ft #/ft LL LL LL 358.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Camber: @ Left @Right @ Left @ Center @Right 71.97 psi 170.00 psi Reactions... Left DL Right DL Max Max 0.94 k 0.94 k Total Load -0.148 in 4.375 ft 709.79 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... LengthlDefl Dead Load 0.000 in 0.0 0.000 in 0.0 Section 2 I Beam Design OK 3.8 k 8.9 k 2.51 k 2.51 k 0.000 in 0.083 in 0.000 in 2.51 k 2.51 k Total Load 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description: Scope: Job# Date: 9:09AM, 25 JAN 06 Page 1 50601011 d060124 eC.ecw:Calculalions Rev: 580004 User. KW-0006655, Ver 5.6.0, 1-Dec-2003 (c)1963-2003 ENERCALC Engineering Software General Timber Beam Description 1-3 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x9.0 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever GLB Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 5.125 in 9.000 in GluLam 13.25 ft .... .Lu ft .... .Lu ft .... .Lu I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 0.00 ft 0.00 ft 0.00 ft 215.00 #/ft #/ft #/ft LL LL LL 358.00 #/ft #/ft #/ft . I Summary . Beam Design OK Span= 13.25ft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 12.6 k-ft Allowable 13.8 k-ft Max. Positive Moment 12.57 k-ft at 6.625 ft Max. Negative Moment 0.00 k-ft at 13.250 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 13.84 fb 2,180.97 psi tv Fb 2,400.00 psi Fv I Deflections Maximum Shear * 1.5 Allowable Shear: Camber: @ Left @ Right @ Left @ Center @Right 123.45 psi 240.00 psi Reactions... Left DL Right DL 1.42 k 1.42 k Max Max 5.7 k 11.1 k 3.80k 3.80k 0.000 in 0.399 in 0.000 in 3.80k 3.80k Total Load -0.709 in 6.625 ft 224.24 Dead Load 0.000 in 0.0 I Center Span... Dead Load Deflection -0.266 in ...Location 6.625 ft ...Length/Defl 597.6 Camber ( using 1.5 . D.L. Deft) ... @ Center 0.399 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ... Length/Detl Right Cantilever..: Deflection ...Length/Defl 0.000 in 0.0 Section 2 Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 580004 User. KW-0006655, Ver 5.B.0. 1-Dec-2003 (c)19B3-2003 ENERCALC Engineering Software Description 1-4 General Information Title: Dsgnr: Description: Scope: General Timber Beam Job# Date: 9:08AM, 25 JAN 06 Page 1 s0601011 d060124 eC.ecw:Calculalions Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Span= 6.33ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.885 : 1 Maximum Moment 2.9 k-ft Allowable 3.2 k-ft Max. Positive Moment 2.87 k-ft at 3.166 ft Max. Negative Moment 0.00 k-ft at 6.333 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 3.25 fb 1,124.27 psi tv Fb 1,270.75 psi Fv Deflections Section Name 4x8 Beam Width Beam Depth Member Type 3.500 in 7.250 in Sawn Load Our. Factor Beam End Fixity 1.150 Pin-Pin I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Center Span... Dead Load Deflection -0.054 in ...Location 3.166 ft ...Length/Defl 1,411.2 Camber ( using 1.5 . D.L. Detl ) ... @ Center 0.081 in @ Left 0.000 in @ Right 0.000 in Center Span Left Cantilever Right Cantilever .Hem Fir, NO.2 Fb Base Allow Fv Allow Fc Allow E 215.00 #/ft #/ft #/ft 107.26 psi 172.50 psi Reactions... Left DL Right DL Total Load -0.144 in 3.166 ft 529.51 Section 2 6.33 ft .... .Lu ft .... .Lu ft .... .Lu 850.0 psi 150.0psi 405.0 psi 1,300.0 ksi LL LL LL 358.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable . Shear: Camber: 0.68 k 0.68 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... LengthlDefl @ Left @Right @ Left @ Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft I Beam Design OK 2.7 k 4.4 k 1.81 k 1.81 k 0.000 in 0.081 in 0.000 in 1.81 k 1.81 k Total Load 0.000 in 0.0 0.000 in 0.0 I Title: Dsgnr: Description: Scope: Job# Date: 9:08AM, 25 JAN 06 Page 1 50601011 d060124 eC.ecw:Calculations Rev: 580004 User. KW-0006655, Ver 5.8.0, 1-0ec-2OO3 (c)1983-2oo3 ENERCALC Enginaering Software General Timber Beam Description 1-5 General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Beam Width Beam Depth Member Type Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, NO.2 Fb Base Allow Fv Allow Fe Allow E 5.500 in 11.500 in Sawn 16.50ft .....Lu ft .... .Lu ft .... .Lu 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi Load Our. Factor Beam End Fixity 1.150 Pin-Pin I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 0.00 ft 0.00 ft 0.00 ft 82.50 #/ft #/ft #/ft LL LL LL 137.50 #/ft #/ft #/ft I I Summary I Beam Design OK Span= 16.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 7.5 k-ft Allowable 10.2 k-ft Max. Positive Moment 7.49 k-ft at 8.250 ft Max. Negative Moment 0.00 k-ft at 16.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0,00 k-ft Max. Mallow 10.17 fb 741.10 psi tv Fb 1,006.25 psi Fv I Deflections Maximum Shear * 1.5 Allowable Shear: Camber: @ Left @ Right @ Left @ Center @Right 43.04 psi 195.50 psi Reactions... Left DL Right DL 0.68 k 0.68 k Max Max 2.7 k 12.4 k 1.81 k 1.81 k 0.000 in 0.228 in 0.000 in 1.81 k 1.81 k I Total Load -0.405 in 8.250 ft 489.05 Dead Load 0.000 in 0.0 Total Load 0.000 in 0.0 Center Span... Dead Load Deflection -0.152 in ...Location 8.250 ft ...Length/Defl 1,304.1 Camber ( using 1.5 * D.L. Def! ) ... @ Center 0.228 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl 0.000 in 0.0 Section 2 0.000 in 0.0