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20110115 Structural Calcs 12312010i~ i~ 1 ' STRUCTURAL CALCULATION For ' Stable Systems, Inc. For Enlow Garage Lateral and Vertical Design I Project # 2010219 December 29, 2010 1 O 11 Mellen Street ~ Centralia, WA 98 5 31 (360) 736-1137 ~ Fax (360) 807-0108 e-mail: preciseengineeringC~comcast.net ~ ~ FILE ~~y ' g is~L~FiMr:f',~ ' BY:---°--° STRUCTURAL CALCULATIONS For Stable Systems, Inc. For Enlow Garage Lateral & Vertical Design December 29, 2010 Project # 2010219 By PRECISE ENGINEERING INC. SCOPE: Provide structural calculations for lateral design and vertical design of a 30x48 wood framed barn located in Yelm WA per the 2006 IBC. LOADS AND MATERIALS Roof: Mtl. Roofing S.Spsf Trusses and 2x8 @ 24" oc l.Spsf Roof Sheathing 1.Spsf Misc. ] .S~sf Dead Load = 10» 1 Spsf ~ Snow Load = 2Spsf Wall: 2x6 Studs @ 16"oc Dead Load = l Opsf Floor: I joists at 16"oc Dead Load = 12psf Part. Load = lOpsf Live Load = 40psf Wind: 8S MPH Exp. B Seismic: Site Class = D Design Category = D Use Group _ I R - 6.5,2.2 Cd = 4 no = 3 Soil: _ 1 S00 PSF, Assumed bearing capacity 38 PCF, Assumed Active Fluid Pressure = 3S0 PCF, Assumed Passive fluid Pressure 0.45, Assumed Coefficient of Friction 110 PCF, Assumed Soil Density Lumber: 2x > 4x = #2DF 6x > #1 DF ' _ GLB 24f-v4 for simple span = 24f-v8 for cont. and cantilever. Concrete: f c 2SOOpsi ' ', - Rebar Grade 60 LATERAL DESIGN Wind Loading: P5 = ~ hnlWPsao Wind Speed Exposure Roof Pitch Slmpl~ed (ASCE 7-05 Section s.4) 85 mph s 8:12 ~ = 1 Kn = 1 1= 1 ps30 = 10 (Root? 11.s (will) ps = 10.0 (Rood 11.6 (Wall) Seismic Design Category -Conterminous 48 States Latitude = 46.94406, Longitude = -122.60607 MCE MAP VALUES Short Period Map Value - Ss = 117.3% g 1.0 sec Period Map Value - S1 = 37.1% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 117.3% g Soil Factor for Site Class D - Fa = 1.03 Residential Site Value = 2/3 x Fa x Ss = 80.6% g Residential Seismic Design Category = D1 Seismic Loading: Section 12.a.12.s lac E~=pQh Qn=V p=1.3 V= CSW CS=Sos/1.4R E=(1.3Sosl1.4R)W Sos 0.807 R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.115 Wt. (Wood Shear Wall) V= 0.461 Wt. (Cantilever Column) m ~~ s~ ~~i Z ~ rn 0 ~ ~~ AAI' 1~ ~1 0 I f ~~ a„ 'o~ 0 - ~= IL O 7 y~5 r U ~ ~ ~ n Q ~a` ~ `~ x ~ ~ ~~ v ~ ,~r ~ o~ ~~e o ~ ~~~ i ~ Z u ~, p ) 2 .~ ~l9 7~1` ~ ~~ a N y `P ~ al ~ dl of ~ ~ ~ ~. ~ ~.cG' PasT~rtr~u~sue~izw~) ~ ~. ~ ~.~- I tb°- x ZJ,o-°- pl v ~~ Y a .- ~ x k~ N ,'~ C. x i o y.~ E,., o f ct~ 7 9Qe.. ~°- o.~.o, f _ ~ .~ ~F'l~o, ~/t/~llJ ~ LOp}Z F~L-14~ ~f~ 7~ Ib NGApbf~~ A ~~u (I do --_. ~`. Iz° x IZ_ c..~.v, ~ -L ~ Diaphragm 1-2 2-3 A-B One Story Wind to Diaphragm Main Plate Height 10 Roof Walls Roof Ht. Gable Ht. Wind Load Length Roof 0 9.0 162.4 18.0 Roof 0 9.0 162.4 18.0 Roof Ht. Wind Load Length Roof 0 9.0 162.4 34.0 SUM SUM ~ -1: tz. ~~~1 4./ ~~GL wp.~L~ i3~ ~,N ~~ Wind 10 11.6 Total Load 2923.2 2923.2 5846.4 Total Load 5521.6 5521.6 Precise Engineering, Inc 102 Otto Road Centralia, WA 9531 DIAPHRAGMS Page Of Label Level Loading Width Length Shear V Shear v Dia. Tie Moment T=C Nailing Requirement (plf) (ft) (ft) (Ibs) (plf) H1(in) A35(in) (ft-Ibs) (Ibs) 1-2 roof 162.4 18.0 26.0 1461.6 56.2 103.5 96.1 6577.2 253.0 8d@6 Cap=170 2-3 roof 162.4 18.0 34.0 1461.6 43.0 135.4 125.6 6577.2 193.4 8d@6 Cap=17D A-B roof 162.4 34.0 18.0 2760.8 153.4 37.9 35.2 23466.8 1303.7 8d@6 Cap=170 LOAD TO LINES ~_ Roof ~ Level Line # ~~~~ ~ Tota! ~~~~ Sub Total Total <' 0 ? .: :: 0 0 1 1462 ': '~---~ '~ `~~' ~ ' 1462 Y ~ '' ~ 0 1462 ~' ~. . ~-~.°~ 0 ~-~ ---~ ~' 0 0 2 1462 1462 ? :-~ 2924 ~~- 0 2924 0 0 0 3 1462 ~~., :~ 1462 ~ `~ ~:-~ `~~~ ~ 0 1462 - ~` '~ ~ Sum 5848 ~~ ~~~ ~~ ` Sum 0 5848 }. :. `~~ 0 ~~ 0 0 A 2761 : : ~ 2761 <~ +•1 ~'• ' 0 2761 B 2761 ~~ : ` ~ ~> ~ 0 2761 ,-,,.,-~;. ~< I x M1 ~ ~"-~ '~ 0 0 0 2761 ~~ ~~ 0 0 ~~~ ` ~< ~ Sum ~~ 5522 Sum 0 5522 0 <~ 0 0 Shear Wall Callout Size Ca aci 1 8d at 6 260 If 2 Sd at 4 380 If Sd at 3 490 If Sd at 2 640 If Anchor Bolt Ca acit 1/2" Dia. 2x Sill = 912 x 5!8" Dia. 2x Sill = 1328 112" Dia. 3x Sill = 1120 5/8" Dia. 3x Sill 1664 Plate Hei ht 1st Floor Wall Hei ht = 10 _ 2nd Floor Wall Hei ht= 3rd Floor Wall Hei ht = Holdown Callout Size Ca aci A HDU2 3075 B HDU4 4565 HDU5 5645 HDQB 8325 Date: ___By: Sheet: Page O!__ Shear Wall Callout Size Ca aci 10 310 It 10d 4 460 plf 10d 3 600 pli 10d 2 770 If SHEAR WALLS Wall Lev. V WaIlsAvailiabl e Total Wall v Wall dia AB Uplift Wall Wt. Net Total Holdown 1 2 3 4 5 6 7 8 Wall Hei ht T e # Sac. Sect. Down U lift U lift 1 Rf 1462.D 26.0 26.0 10.0 56.2 1.0 48.0 562.3 26.0 116.0 -945.7 -945.7 None 2 Rf 2924.0 4.0 4.0 8.0 13.D 365.5 2.0 48.0 4751.5 4.0 202.0 4347.5 4347.5 A 3 Rf 1462.0 6.0 5.0 5.0 6.0 22.0 13.0 66.5 1.0 48.0 863.9 5.0 202.0 358.9 358.9 N lest A Rf 2761.0 18.0 8.0 7.0 33.0 10.0 83.7 1.0 48.0 836.7 4.0 216.0 404.7 404.7 N lest with Hdr B Rf 2761.0 4.0 5.0 9.0 10.0 3D6.8 2.0 48.0 3067.8 4.0 152.0 2763.8 2763.8 A 1 i~ i~ 1 i~ 1 TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10" Anchor Bolts (AB's) with single plates and 1/2" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3/x1/4 plate washer. All wall sheathing shall be 1 /2" CDX plywood, 5/8" T 1-11 siding, or 7/ 16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company "Kant-Sag" that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with l Od's at 3" o.c. for each layer. A114x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIIZ #2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted j otherwise. Nail all holes with 16d sinkers. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. Z• fled with 8d's at 4" on center all ed es and 4x or 6x studs at anel ed es. sheathing na S P g 1 1 n HOLD DOWN SCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls O HDU2 attaches to concrete foundation with a 5/8" dia bolt with 15" minimum embedment into concrete or a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. \-- J ~~ ~~ HDU4 attaches to concrete foundation with a 5/8 dia bolt with 16 minimum embedment into concrete or a Simpson SSTB 20. HDU4 attaches to double 2x studs or 4x or 6x stud with (10) Simpson SDS 1/4 X 3 Wood Screws in wall above. Vertical Design STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. Ali construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted Design Criteria: 1. Live Load = 40 PSF (Floors) = 25 PSF (Snow) 2. Dead Load = 15 PSF (Roof) = 12 PSF (Floor) = 10 PSF (Walls) = 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2009 IBC Exposure B @ 85 mph 5. Earthquake = 200916C Site Class = D Design Cat. = D Use Group = I R = 6.5 Cd = 4 W° = 3 6. Soil = 1500 PSF, Assumed bearing capacity Concrete & Reinforcing Steel: Steel: 1. All concrete work shall be per the 2009 IBC Chapter 19. Tolerances shall be per IBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. Z. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. fc = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. 1. Anchor bolts shall be ASTM A307 and wilt have a 3x3x1/4" plate washer. Carpentry: 2X structural framing shall be #2 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. 2. Provide solid blocking in floor system below all bearing walls and point loads. 3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. 4. Roof trusses shall be by apre-approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the engineer of record of any changes from the preliminary truss lay-out. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson HGT tie down at either end to match number of plies. Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. 5. Glue laminated beams shall be 24F-V8 for cantilevered or continuous beams and 24F-V4 for simple spans. (Fb = 2,400 PSI) (Fv = 190 PSI) (E = 1,800,000 PSI) (FcL 650 PSI) 6. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue laminated beams shall be cantilevered for U480. See the framing plans for any exceptions. 7. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 118" space at panel edges as required by panel manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 8. Block and nail all horizontal panel edges at designated shear walls. Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONSRND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS Z ~ i s.. R.a-trr~-g z4" o, c . Z v~ t~ ~t,~y .Zc.L"o.4 0~ a~__g~` J [!K ® ~t~D+•-~ U~~ S~~ ~ ~~~ ~/~~1 ~ I ~ 0 1 -.V- ~C70~ F~TL1//~/N~ ~LPK~z~C-.C~ IZ.~OC.~ Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing 8 Title Block" selection. Title Block Line 6 Beam Description Wood Beam Design : Beam A - - -_ - --- BEAM Size : 2x12, Sawn, Fully Braced Using Allowable Stress Design ~ Wood Species : Douglas Fir -Larch Fb -Tension 875.0 psi Fc - Prll Fb -Compr 875.0 psi Fc -Perp Applied Loads Unif Load: D = 0.0150, L = 0.0250 kfft, Trib= 2.0 ft Design Summary Max tb/Fb Ratio = 0.637; 1 Title : Job # Dsgnr: Project Desc.: Project Notes Punted. 3D DFC 2010, 911 F1.1 Calculations per IBC 2006, CBC 2007, 2005 NDS vith 2006 IBC ~ ASCE 7-05 Load Combinations, Major Axis Ber Wood Grade : No.2 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 32.210 pcf 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi fb :Actual : 640.95 psi at 6.500 ft in Span # 1 Fb :Allowable : 1,006.25 psi Load Comb : +D+L+H Max iv/FvRatio = 0.234: 1 fv :Actual : 39.75 psi at 0.000 ft in Span # 1 Fv :Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L i t ~ w E Left Support 0.20 0.33 Right Support 0.20 0.33 Wood Beam Design : Beam B _ _ BEAM Size : 2-2x12, Sawn, Fully Braced Calculations per IBC 2006; CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC ~ ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 32.21 pcf Fb -Compr 875 psi Fc -Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi implied Loads Unif Load: D = 0.0150, L = 0.0250 loft, Trib= 6.0 ft Design Summary Max fbiFb Ratio = 0.955. 1 fb :Actual : 961.42 psi at 6.500 ft in Span # 1 Fb :Allowable : 1,006.25 psi Load Comb : +D+L+H Max fv/FvRatio = 0.351: 1 fv :Actual : 59.63 psi at 12.090 ft in Span # 1 Fv :Allowable : 170.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr $ W E Left Support 0.59 0.98 Right Support 0.59 0.98 13.0 ft, 2-2x12 H Max Deflections Downward L+Lr+S 0.209 in Downward Total 0.335 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 744 Total Defl Ratio 465 Wood Beam Design : Beam C QCA~A c:~~ a a~e~~~ a r_i a c. Wood Species : DF/DF Fb -Tension 2400 psi Fc - Prll Fb -Compr 1850 psi Fc -Perp Applied Loads Unif Load: D = 0.0150, L = 0.0250 klft, Trib=13.0 ft Design Summary Max fb/Fb Ratio = O.fi76; 1 1 caicu~attans per ~~sc zuud, Less zuur, wuo rv~, '006 IBC &ASCE 7-05 Load Combinations, Major Axis Ber Wood Grade : 24F - V4 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 32.21 pcf 650 psi Ft 1100 psi Eminbend - xx 930 ksi fb :Actual : 1,623.41 psi at 9.000 ft in Span # 1 Fb :Allowable : 2,400.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.337: 1 fv :Actual : 89.29 psi at 0.000 ft in Span # 1 18.0 h, S.t25x13.5 Fv :Allowable : 265.00 psi Load Comb : +D+L+H - - - - Max Reactions (k) ~ !: Lr ~ w ~ -~ Max Deflections Left Support 1.76 2.93 Downward L+Lr+S 0.408 in Downward Total 0.653 in Right Support 1.76 2.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 529 Total Defl Ratio 330 Wood Beam Design : Beam D BEAM Size : Bx8, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC &ASCE 7-OS Load Combinations, Major Axis Ber Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 32.21 pcf CY. _ !'r.m nr A7F nom, C.. ~nm R'7G nn, C! A7F nr, Cm:nl.enrl _ vv A7(1 La~~ H Max Deflections Downward L+Lr+S 0.140 in Downward Total 0.223 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1117 Total Defl Ratio 698 Title Block Line 1 You can changes this area using the "settings" menu item and then using the "Printing 8 Title Block" selection. Title Block Line 6 Multiple Simple Beam Title Dsgnr: Project Desc.: Project Notes Job # Applied Loads Unif Load: D = 0.0150, L = 0.0250 klft, Trib=11.0 ft Desic7n ummary ~~ ,6 ~ _,~ ~,5~, - - ~---- Max tbiFb Ratio = 0.234.1 fb :Actual : 204.80 psi at 2.000 ft in Span # 1 Fb :Allowable : 874.19 psi ~ ~-- --~ Load Comb : +p+L+H ~ (~~ Max fv/FvRatio = 0.131:1 ~ ` fv :Actual : 22.19 psi at 0.000 ft in Span # 1 , / , Fv :Allowable : 170.00 psi aoe e e Load Comb : +D+L+H . x - - -- Max Reactions (k) D L I r S w E H Max Deflections Left Support 0.33 0.55 Downwarq L+Lr+S 0,006 in Downward Total 0.010 in Right Support 0.33 0.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 7576 Total Defl Ratio 4735 Wood Beam Design : Beam E BEAM Size : 6x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC ~ ASCE 7-OS Load Combinations, Major Axis Ber Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 32.210 pcf Fb -Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0 150, L = 0.0250 klft, Trib= 4.0 ft Design Summary Max fbiFb Ratio = 0.479. 1 fb :Actual : 417.75 Psi at 6.000 ft in Spam # 1 Fb :Allowable : 871.76 psi Load Comb : +D+L+H Max fv/FvRatio = 0.142: 1 fv :Actual : 24.07 psi at 11.240 ft in Span # 1 Fv :Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S w E Left Support 0.36 0.60 Right Support 0.36 0.60 H Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio t2.0 fl. 6210 0.092 in Downward Total 0.147 in 0.000 in Upward Total 0.000 in 1568 Total Defl Ratio 980 Wood Beam Design : Beam F BEAM Size : 5.125x9.0, GLB, Fully Unbraced Calculations per i$C 200&, CSC 2+707, 2005 iVDs Using Allowable Stress Design with 2006 IBC 8 ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : DFiDF Wood Grade : 24F - V4 Fb -Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 32.21 pcf Fb -Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 930 ksi Applied Loads Unif Load: D = 0.0150, L = 0.0250 klft, Trib= 8.50 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, L = 0.0250 kfft, Trib= 4.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 6.50 ft Design Summary Max fb/Fb Ratio = 0.722: 1 fb :Actual : 1,726.24 psi at 4.500 ft in Span # 1 Fb :Allowable : 2,392.24 psi Load Comb: +D+L+H Max fv/FvRatio = 0.456: 1 fv :Actual : 120.84 psi at 8.280 ft in Span # 1 Fv :Allowable : 265.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr ~ W E Left Support 1.85 2.58 Right Support 1.85 2.58 O 0 1430 L 6.760' 9.0 ft, 5.125x9.0 Max Deflections Downward L+Lr+S 0.152 in Downward Totaf 0.260 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 712 Total Defl Ratio 414 I 'n Z ~ r s ~' 1 ~~ L 6 ~ V, r~ V1 L ~~ I Q -~- ~z 8 12 cLOOa- Je~5T3 ~Ib~ o.G.~ ~ S~1MPS.~~-1 LSU LIn ~ ~,e~ca~. x,45'-{~{~ '[,M 12 176E+1SLE R.I q~E LX IL 2kFrERS L4~~o.~. 1~2~ °J PLY Gvy- Fzboo Srao~'n NG, . 1y'R' FELT GOM POSITPN jioOFl~1L \ V EN~TL*D rtiLC~Y~Ny -- Sig-+PSe..i H1@cA-P-A'FT~-4L 2Yg FhuA r illlu K Ilo1~L~ GI •L'~1J. -M+M.F. 2 x L TOO pi!-TE 'bX L STU V 9 2.~'~ o. ~- . ~( $~Q Ylll ofi- 1Ii~ LDK QJ 'J~w3~~ ~+EAR~.16. PUS ~(zh to n BovT ye° c, c , ~-x L 72ro Pu.rf ---- - -- - 's{4, Icc sta. co.rnNU~ys ~y~ ----- e ' ~~oSs SciT7vrJ P~ 1~¢1 = ~~oll >rNcFINCf2E~ T7L.us5 24= o v, ,~i~GD~ S'~EEnnIF- S~Mr~ FiL ~ E4. ~7NL 2X V TLaP Punf ~.a/(~ i'M D: ~}1`O.G. Z k~ Title 81ock Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing 8 Title Block" selection. Project Notes Title Block Line 6 __ - - --- - --- ---- Prlrned 3r, _T__._..- MUlti le Sim le Beam Desi n p P 9 - File: C:1Documents and SetUngsUiarold HahnenkrattlMy DocumentsiENERCALCDa6 ENERCALC. INC. 19A3-2010. Vec 6.' Description Wood Beam Design : Beam A BEAM Size : 5.125x13.5, GLB, Fully Braced Calculations per tBC 2006, CBG 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC 8 ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : DFlDF Wood Grade : 24F - V4 Fb -Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf Fb -Compr 1,850.0 psi Fc -Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi implied Loads Unif Load: D = 0.0220, L = 0.040 kJft, Trib =12.50 ft Design Summary - Max fb/Fb Ratio = 0.700; 1 ozlso oso fb :Actual : 1,680.22 Psi at Fb :Allowable : 2 400 00 psi 7.500 ft in Span # 1 ----- ----------- - -- , . Load Comb : +D+L+H __ ___ _ _____ __ Max fv/FvRatio = 0.406:1 ~ ~ fv :Actual : 107.53 psi at 0.000 ft in Span # 1 ~ s.oa, s,zsx,a5 Fv :Allowable : 265.00 psi Load Comb : +D+L+H Max Reactions (k) o L Lr S w E H Max Deflections Left Support 2.06 3.75 Downward L+Lr+S 0.303 in Downward Total 0.469 in Right Support 2.06 3.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 594 Total Defl Ratio 383 Wood Beam Design : Beam B BEAM Size : 2x12, Sawn, Fully Braced Calculations per IBG 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC 8 ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb -Compr 900.0 psi Fc -Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib = 1.330 ft Desrgn Summary Max fb/Fb Ratio = 0.679. 1 fb :Actual : 610.81 psi at 6.250 ft in Span # 1 Fb :Allowable : 900.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.217: 1 fv :Actual : 39.09 psi at 1 1.583 ft in Span # 1 Fv :Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) o L Lr ~ w E Left Support 0.18 0.33 Right Support 0.18 0.33 H Max Deflections Downward L+Lr+S 0.103 in Downward Total 0.160 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Oefl Ratio 1453 Total Defl Ratio 938