The URL can be used to link to this page

Home My WebLink About308 Viewcrest Ave Technical - Building ! , , TECHNICAL d '"" \ex'e./st ~ 7a~ \J \~ -* \Jo~'l&\ ~Q;.J Sf8- \g ~~ 1-- - ~II SOUND STRUCTURAL SOLUTIONS E N GIN E E R S C. Anderson Homes & Development Chris Anderson! 8215 184th Dr SE Snohomish, WA 98290 360-243-8398 360-243-8398 s0601011 Plan 1465 1 Story SFR Chao Chang Client SSS # I Project Identification Section 1 2 Date Engineer Copies phone fax Not Valid Without A Wet Signiture Engineering Calculations Wind & Earthquake Design Framing Design FILE CITY 01" P"~T "~"~"I ~s - C()n~truction Plans H'n ',",n,e 0' '.hl' '-.,rm;' ~'stJ up.1[l \hAse plans, specifi- v 'n' 'er r '. ''',,!! i11t ~re\'en\ the building official i",- .0 re ""'in.; the corr".ctlOn of errors in said 'f' s '1rO other data. or frOIll pre'icnting b' n. I, ~?II1~ carried on thcre!:nder when in VI nfl n 1"$ 'nd ordinances of thiS Jurisdiction. " "cl - Uniform Building Code.} "i. u' dl Jate By Description 1/24/2006 DSF ~. oriQinal contract , ; 21118 66th AVENUE WEST - L:YNNWOOD, WA 98036 - PH: 425-778-1023 - FAX: 206-260-7490 Lateral Analvsis Plan 1465 s0601011 I~~ ~ I SOONDSTRUCTURAl SOllITIONS ~~iD "N G ;I N I e. s 21118 66th AVE W - LYNNWOOO, 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 Desion Criteria ~ Desiqn Loads ( osf) Dead Live Snow (flat roof) Roof 15 20 25 Floor 10 40 n/a Wall 10 n/a n/a 1603.1.4 Wind Desion Criteria r2701 1. Basic Wind Speed 85 mph 2. Wind Importance Factor Iw 1.00 3. Wind Exposure Category B 4. Internal Pressure Coefficient +/- 55 5. Components and Cladding design pressure +/- 10 psf 1603.1.5 Earthauake Desian Data r2701 1. Seismic Importance Factor IE 1.00 2. Short Period Acceleration Ss 1.120 2. l-Second Accelleration Sl 0.470 3. Site Class D 4. Spectral response coefficient Sos 0.79 4. Spectral response coefficient SOl 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 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} 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 DC1 r Wind Loads Section 6.4 SEI/ASeE 7.02 Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h Main Windforce Loadina F6-2 f411 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (I.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet. Diaphragm 1 I.h.d. (ft) = 27;,H37 2a (ft) = 6 5 :12 16.5 ft 10.5 ft 13.5 ft or 22.62 degrees 6.2 [24J Areas A 56 D 348 A 76 D 1 SimDlified Wind Load Method 6.4 {271 Basic Wind Speed Wind Exposure Category Wind Importance Factor Height & Exposure Adjustment Wind Pressures 1609.6.2.1 (2911 Ps=A."w'Ps30 Minimum pressures shall not be less than assuming the pressures for zones A, B, C, & D all equal 10 psf, while zones E, F, G, & H all equal zero. 85 mph B 1.00 ^ = 1.00 1609.3 [289J, F1609 [284J 1609.4 [290J 1609.5 [290]. T1604.5 [272J T1609.6.2.1(4) [297J EQ 16-34 [291J 1609.6.2.1.1 [291J Zone Pressures, (,\)(1.,)(0530) T1609.6.2.1(1J {2941 85 Horizontal Pressures o B C 2.30 10.40 Vertical Pressures F G -8.70 -4.60 D F x= L (p sx'X) x= A Diaph 1 Transverse Fx = 5463 Fxmin = 8010 Longitudinal Fx = 2527 Fxmin = 2270 V1.0 Section 1 V\,F 1 Earthauake Loads Section 9.0 SEI/ASeE 7.02 Effective Seismic Weight (pst) roof floor wall 15 10 10 Effective seismic weight at Story (x) Area Base 18521 roof area (tf) floor area (tf) story height (ft) I wall length (ft) mise load Wx Diaphragm 1 2260 9 I 345 weight (Ibs) 33900 0 15525 49425 Site Clasification and Criteria Selection 1615. 1616. 1617 USGS Probabilistic Hazard Lookup Link htto:/Ieadesian.cr.usas.aov/html/lookuo-2002-intero.html htto:/Ieaint.cr. usas.aov/ea/htm IIziocode. html 1.1200 0.4700 D 1.052 1.530 I 1:00 D 1. K. 6.5 Desian Spectral Response Acceleration Parameters 1615.1.2/3 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 5D1 = 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 x= .w x R 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 55 51 IE R 5DS = Diaphragm 1 V 1.0 0.79 v= 7167 Ibs 7167 Ibs Section 1 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 [334J EO 16-38/40 [322J EO 16-39/41 [322J EO 16-56 [331J EO 16-57 [332J EF1 1- 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 oer Alternative Basic Load Combinations For worse case effect with wind load, L & S shall be zero. Equations 16-14, 16-15, & 16-16 become, D +(j)W Where w equals 1.3, W equals Fx of 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 D + E/1.4 , substitute Equation 16-51 for E (p QE - 0.2 SDS D) 0.9 D + , simplify & arrange variables 1.4 (0.9 - 0.14 S DS) D + ~ Q E 1.4 Where QE equals F x of the respective diaphragm. Princiole 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 l Diaphragm Force (Ibs) Force (Ibs) I 1 10413 3285 Seismic Design Loads, (p/1.4) F x P = 1.25 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 DL 1 I Principle 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 D III - ... ... (V." h SlIIIIIENlS lL: A8ClJT CDNER Lw-J ... .... Shearwall calculations follow, where, Vx % VDx VT x+1 VTx L V VF Max Tx Vs W h dr dra df dfa TWX+1 Twx Tex+1 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 SW's above that transfers to the SW's, Ibs Total force in the SW's (VOx + VTx+1), Ibs Total length of SW's (r w), feet (ft) Linear force in the SW's (VT xlL), 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 (x) 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% I 10.5% Vox 961.2 671.9367 VTx 961.2 671.9367 L 3.50 v 275 192 VF 275 Max Tx 2,419 1,666 Wall Line Story (x) 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 1093 % of Vx >59:9%1<.50.0% Vox 4005 3199.698 VTx 4005 3199.698 L 21.58 v 186 148 VF 186 Max Tx 1 ,466 1,093 Wall Line Story (x) 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 1007 VTX+1 158 9.50 9 2 2 1240 865 % ofVx L 313,9% 39.5% Vox 3043.8 2527.762 VTx 3043.8 2527.762 L 16.00 v 190 158 VF 190 Max T x 1,360 1,007 V 1.0 Section 1 FR1 --------- 1 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 Vx 50.0% 50.0% 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 % of Vx 50.0% 50.0% 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 I -------- - Shear Wall Summary Story Line Width SW 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 Shear Transfer Connections Fasteners and Spacing en en en en en en en en en en en :f! :f! :f! :f! :f! :f! :f! :f! :f! ..c :f! I/) N N 0 LO 0 LO 0 N 00 '<;t 0 Lri N (0 N CI) (0 LO 0> ('I') ..- ..- ..- ('I') (0 ..- ~ 0> ..- '<;t LO '<;t N 0> 'u ..- ..- ..- ..- CIS CL CIS Q) Q) Q) Q) 0 - - - - ~ .!!l '<;t ell ell ell ell LO ~ () c::: c::: c::: c::: U) 'm ('I') 0- N ..- I- .!!l <( l- I x x x x iii 'iij C -I I Cl ~ ~ ~ ~ () - c c c c Z c c 0 'Q. ell 0 0 0 en 0 co co co co en ~ " en a. en en a. en <( <( <( <( (0 a. a. E a. ..- " E .S E .S ell ell ell ell (0 Ci5 Ci5 '5 '5 '5 '5 ..- en Ci5 en N 00 00 ~ - - - ..- LO LO ..- 15 47 10 33 16 72 106 133 89 10 31 6 22 11 48 70 88 59 8 26 5 18 9 41 75 50 7 21 4 15 7 32 60 40 6 20 4 14 7 31 57 38 5 15 3 11 5 12 44 29 3 11 2 8 4 9 33 22 9 2 6 3 25 17 7 1 5 2 22 14 7 1 5 2 21 14 6 1 4 2 16 11 -f f fl~ '" m - (IiJII. eft lUG) ROlf {fllUSs (II i ~ (lWiSS CR nt rm ATCMU) J I Er<t: ~ ot ROIl Wlll ~G} {llIlJSS 0'1 Eta: NAl.S RmR AT GAElEl SW"X" ...rr 1r4 IIN IlA T fER PWt " ~ wm SiEAlHOO atQ Al !iPUC( W (!RKIS AU.aU (l rmu) MID :=N=. E[CE N.\lS fl.OCR f eN\. Y AS SHO'~) (211 m lUG) Ii m"T~ Et<t W4.S <lCM:Cl1CM sw"y. CANlIDUl m ti'Uet: AU.O'f,D FIlm PER PWt tW.l. 11ITElllORSW) AT BA& Cf tit!. (IUrl eft lUG} ~ Er<t: NAI.S :-t! 9J. ~ Eta: NAtS .,.,....... f'Cf.IlIOATlIW flA'R (RI ~ IU~ t r<mlAB NOTE: m-TO-W,6U. flOOO-ID-WML &: flOO!- T()'-51Ll CfJNNEC110NS PER liE NOlE: &E H SHEARWAlL smroULE fOR fASlENfRS NIl )PACI1G flEARWALL SOiEDUlE ARE mrr REQRID - TYP SHEAR FLOW CONNECTIONS DIAGRAM TYP AL TERN A TE SHEAR FLOW N.1.S. Hi'rR new 000016 N.l5- ILl MAR new 050016 V1.0 Section 1 SW2 1- SHEARWALL SCHEDULE *1 IIIII~~ s~ur~: ~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"x2W', 10d=0.148"x3", 16d=0.162"x3W' 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 SHEAR FLOW CONNECTIONS SILL-TO- ROOF-TO-WALL, WALL-TO-FLOOR FLOOR-TO-WALL, *5 FOUNDATION *3 FLOOR-TO-SILL *4 16d slant @ 12"oe or A35 @ 36"oe sw WALL SHEATHING CALL OUT *2 CALL OUT *2 SHEATHING *6 EDGE NAILS *5 *7 5/8"0 @ 60"oe or 112"0 @ 60"oe 5/8"0 @ 60"oe or 112"0 @ 48"oe 16d @ 12"oe 7/16" 8d @ 6"oe A35 @ 24"oe 16d @ 10"oe HOLDOWN SCHEDULE /111' SOUND STRUCl1JRAl SOLUTIONS 1 Simpson or equal. Locate at end of SW, u.n.o. Foundation embedment and minimum end distance per '''GIMIERS 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: Scope: Job# Date: 9:08AM, 25 JAN 06 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 0-1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4xB 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 FcAllow E Load Dur. Factor Beam End Fixity 1.000 Pin-Pin 5.75ft .....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 I 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 0.033 in 0.000 in 1.84k 1.84 k . . Center Span... Dead Load Deflection -0.022 in ...Location 2.875 ft ...Length/Defl 3,157.1 Camber ( using 1.5 · D.L. Defl ) ... @ Center 0.033 in @ Left 0.000 in @ Right 0.000 in Total Load -0.109 in 2.875 ft 631.71 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Detl Section 2 0.37 k 0.37 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-0006655, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Page 1 50601011 d060124 eC.ecw:Calculations Description 1-1 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 5.25 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 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 Deflections I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Center Span... Dead Load Deflection -0.025 in ...Location 2.625 ft ...Length/Defl 2,477.1 Camber ( using 1.5 · D.L. Deft) ... @ Center 0.038 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 88.91 psi 150.00 psi Reactions... Left DL Right DL Max Max 0.56 k 0.56 k Total Load -0.068 in 2.625 ft 929.44 Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Section 2 I Beam Design OK 2.3 k 3.8 k 1.50k 1.50k 0.000 in 0.038 in 0.000 in 1.50k 1.50 k Total Load 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description: Job# Date: 9:09AM, 25 JAN 06 Scope: Page 1 s0601011 d060124 ec.ecw:Calculations Rev: 580004 User: KW-0006655, Ver 5.8.0, 1-Dec-2oo3 (c)1983-2oo3 ENERCALC Engineering Software General Timber Beam Description 1-2 General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Beam Width Beam Depth Member Type Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, NO.2 Fb Base Allow Fv Allow Fc Allow E 5.500 in 9.500 in Sawn 8.75 ft .... .Lu ft .... .Lu ft .... .Lu 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi Load Our. Factor Beam End Fixity 1.000 Pin-Pin 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 358.00 #/ft #/ft #/ft I I Summary I Beam Design OK 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 I Deflections Maximum Shear * 1.5 Allowable Shear: Camber: @ Left @Right @ Left @ Center @Right 71.97 psi 170.00 psi Reactions... Left DL Right DL 0.94 k 0.94 k Max Max 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 I Center Span... Dead Load Deflection -0.056 in ...Location 4.375 ft ...Length/Detl 1,891.7 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.083 in @ Left 0.000 in @ Right 0.000 in Total Load -0.148 in 4.375 ft 709.79 Left Cantilever... Detlection ... Length/Detl Right Cantilever... Deflection ... Length/Detl Dead Load 0.000 in 0.0 0.000 in 0.0 Section 2 Total Load 0.000 in 0.0 0.000 in 0.0 r--- Title: Dsgnr: Description: Job# Date: 9:09AM, 25 JAN 06 Scope: Page 1 50601011 d060124 ec.ecw:Calculations Rev: 580004 User: KW.{)6Q6655, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description 1-3 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base al/owables 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 AI/ow 650.0 psi E 1,800.0 ksi 5.125 in 9.000 in GluLam 13.25 ft ..... Lu ft .... .Lu ft .... .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 358.00 #/ft #/ft #/ft I I Summary I 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. Mal/ow 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 I Center Span... Dead Load Deflection -0.266 in ...Location 6.625 ft ...Length/Defl 597.6 Camber ( using 1.5. D.L. Detl ) ... @ Center 0.399 in @ Left 0.000 in @ Right 0.000 in Total Load -0.709 in 6.625 ft 224.24 Left Cantilever... Deflection ... Length/Detl Right Cantilever... Detlection ... Length/Detl Dead Load 0.000 in 0.0 0.000 in 0.0 Section 2 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description: Job# Date: 9:08AM, 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 Description 1-4 General Timber Beam General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4xB Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity 3.500 in 7.250 in Sawn 1.150 Pin-Pin Center Span Left Cantilever Right Cantilever .Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 6.33 ft .... .Lu ft .... .Lu ft .... .Lu 0.00 ft 0.00 ft 0.00 ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 215.00 #/ft #/ft #/ft LL LL LL . 358.00 #/ft #/ft #/ft I Summary I Beam Design OK 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 fv Fb 1,270.75 psi Fv I Deflections 107.26 psi 172.50 psi Reactions... Left DL Right DL Maximum Shear * 1.5 Allowable Shear: 2.7 k 4.4 k 1.81 k 1.81 k 0.000 in 0.081 in 0.000 in Camber: @ Left @Right @ Left @ Center @ Right 0.68 k 0.68 k Max Max 1.81 k 1.81 k I Center Span... Dead Load Deflection -0.054 in ...Location 3.166 ft ... Length/Defl 1 ,411.2 Camber ( using 1.5 . D.L. Def! ) on @ Center 0.081 in @ Left 0.000 in @ Right 0.000 in Total Load -0.144 in 3.166 ft 529.51 Left Cantilever... Deflection .. . Length/Def! Right Cantilever... Deflection ...Length/Defl Section 2 Dead Load 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description: Job# Date: 9:08AM, 25 JAN 06 Scope: Page 1 s0601011 d060124 ec.ecw:Calculations Rev: 580004 User. KW-0006655. Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering 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 Fc Allow E 5.500 in 11.500 in Sawn 16.50 ft .... .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 0.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 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 Total Load -0.405 in 8.250 ft 489.05 Dead Load 0.000 in 0.0 I Center Span... Dead Load Deflection -0.152 in ...Location 8.250 ft ...Length/Defl 1,304.1 Camber ( using 1.5 * D.L. Defl ) ... @ 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 L Total Load 0.000 in 0.0 0.000 in 0.0