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, . /ita/ ' jug 1/05tel 0LIAO kiST202/—cat y COMPANY PROJECT /�, Structural Integrity, LLC Gurin �' 11 WoodWorks® Sep. 13, 2021 13:40 21225S CIMmit t SnunWARw(OR wnOn!VW:N Beam l.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL ' 120.0 plf Load2 Dead Full Area 15.00 (7.00' ) psf Load3 Snow Full Area 25.00 (7.00' ) psf Load4 Live Full Area 40.00(0. 67' ) psf Self-weight Dead Full UDL 9. 6 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 13.431' 0' 13.33' Unfactored: Dead 1575 1575 Live 180 180 Snow 1175 1175 Factored: Total 2750 2750 Bearing: Capacity Beam 2750 2750 Support 2927 2927 Des ratio Beam 1.00 1 .00 Support 0. 94 0.94 Load comb #4 #4 Length 1.21 1.21 Min req'd 1.21 1.21 Cb 1.00 1.00 Cb min 1.00 OFFICE COPY 1.00 Cb support 1.11 1 . 11 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/2"x11-7/8" Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 13.43'; Clear span: 13.229'; Volume= 3.9 cu.ft.; 8 laminations, 3-1/2" maximum width, Lateral support: top= at supports, bottom =at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NHS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 83 Fv' = 305 psi fv/Fv' - 0.27 Bending(+) fb = 1327 Fb' = 2475 psi fb/Fb' -._ 0.54 Live Defl'n 0. 14 = < L/999 0.44 = L/360 in 0.32 Total Defl 'n 0.43 = L/375 _ 0. 67 = L/240 in 0. 64 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beaml.wwb Wood Works®Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 0.897 1.000 - - 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D+S Bending(+) : LC #4 = D+S Deflection: LC #4 = D+S (live) LC #4 = D+S (total) Bearing : Support 1 - LC #4 = D+S Support 2 - LC #4 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 2730, V design = 2304 ibs; M(+) = 9097 lbs-ft EI = 879.13e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+) : Lu = 13.31' Le = 24 .69' RB = 16.9 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Table 2 AXIAL COMPRESSION LOAD CAPACITY FOR 4x4 and 4x6 COLUMNS Column Capacity (lbs.) Column r Select Structural — No. 1 No.2 1__ Stud r_ Std&Btr S ecies — _ — -- P Length (ft) 4x4 4x62 4x6' 4x4 4x62 4x6' 4x4 4x62 4x6' ) 4x4 4x62 4x6' 4x4 2 23098 35531 34779 20392 31356 30704 18384 28237 27679 10701 16233 16033 16559 3 21799 34897 32933 19266 30806 29103 17426 27766 26316 10371 16064 15566 15662 4 19579 33910 29784 17342 29949 26375 15793 27036 24001 9830 15809 14807 14130 5 16483 32468 25323 14645 28700 22492 13469 25975 20663 9018 15453 13665 11972 6 13232 30466 20503 11788 26966 18260 10936 24504 16923 7942 14971 12136 9663 Douglas 7 10488 27882 16335 9358 24723 14573 8728 22590 13582 6752 14339 10404 7685 Fir-Larch 8 , 'c 9 24880 13089 7484 22105 11688 7000 20326 10929 5638 13541 8741 6151 9 6795 21782 10632 6072 19387 9500 5690 17930 8900 4696 12584 7310 4993 10 5598 18883 8769 5004 16830 7838 4694 15635 7351 3934 11514 6140 4117 11 4682 16335 7338 4186 14573 6561 3929 13582 6158 3326 10404 5200 3444 12 3967 14168 6222 3548 12648 5563 3332 11815 5225 2840 9324 4445 2920 13 3402 12349 5337 3042 11030 4773 2859 10319 4484 2449 8325 3835 2504 14 2948 10828 4626 2636 9675 4137 2478 9062 3888 2130 7430 3338 2170 2 20341 31330 30631 18338 28213 27613 17578 27127 26475 10049 15266 15057 15326 3 19125 30741 28903 17299 27706 26136 16433 26577 24849 9701 15090 14567 14404 4 17045 29819 25951 15523 26917 23616 14477 25713 22069 9127 14823 13760 12827 5 14196 28467 21836 13050 25763 20053 11876 24437 18295 8264 14447 12547 10671 6 11298 26589 17522 10465 24161 16217 9343 22667 14508 7155 13935 10962 8485 7 8909 24183 13885 8289 22095 12912 7320 20428 11416 5989 13262 9249 6688 Hem-Fir 8 7098 21434 11092 6620 19700 10342 5810 17935 9084 4946 12416 7682 5326 9 5746 18654 8994 5367 17234 8399 4694 15487 7349 4091 11420 6377 4311 10 4729 16100 7410 4422 14932 6926 3858 13290 6046 3413 10337 5331 3548 11 3952 13885 6196 3697 12912 5795 3221 11416 5051 2877 9249 4500 2965 12 3348 12017 5251 3133 11196 4913 2727 9853 4278 2452 8224 3839 2511 13 2870 10459 4502 2686 9757 4215 2337 8559 3666 2111 7299 3307 2153 14 2486 9161 3901 2328 8554 3653 2023 7487 3176 1834 6484 2876 1865 ' See Figure A 2 See Figure B i 4- Project: Job#: lig% SQUARE SPREAD FOOTING DESIGN CHART ALLOWABLE SOIL PRESSURE: 1500 psf CONCRETE STRENGTH: 2500 psi REINFORCING STEEL STRENGTH: 60000 psi COLUMN WIDTH: 4.00 in. WIDTH P max. DEPTH Mu (per foot) rho As total BAR REINF. (ft.) (lbs.) (in.) (ft.-lbs.) (in.^2) SIZE BENDING MINIMUM (EA. WAY) (in2) 2.00 5500 10.0 1.1 0.0006 0.11 #VALUE! 0.4 2.50 8594 10.0 1.8 0.0009 0.22 4 (2)-#4 BARS EA.WAY 0.5 3.00 12375 10.0 2.6 0.0014 0.39 4 (2)-#4 BARS EA.WAY 0.6 3.50 16844 10.0 3.5 0.0019 0.62 4 (4)-#4 BARS EA.WAY 0.8 3.75 19336 10.0 4.0 0.0021 0.77 4 (4) -#4 BARS EA. WAY 0.8 4.00 21600 12.0 4.5 0.0013 0.68 4 (4)-#4 BARS EA.WAY 1.0 4.25 24384 12.0 5.1 0.0015 0.82 4 (5)-#4 BARS EA.WAY 1.1 4.50 27338 12.0 5.7 0.0017 0.98 4 (5)-#4 BARS EA.WAY 1.2 4.75 30459 12.0 6.4 0.0019 1.15 4 (6) -#4 BARS EA.WAY 1.2 5.00 33750 12.0 7.0 0.0021 1.35 4 (7)-#4 BARS EA.WAY 1.3 5.25 37209 12.0 7.8 0.0023 1.56 5 (6) -#5 BARS EA.WAY 1.4 5.50 40081 14.0 8.4 0.0016 1.40 5 (5) -#5 BARS EA.WAY 1.7 5.75 43808 14.0 9.1 0.0017 1.60 5 (6) -#5 BARS EA.WAY 1.7 6.00 47700 14.0 10.0 0.0019 1.82 5 (6) -#5 BARS EA.WAY 1.8 \c 2 44. i X 1c w1 t 4x4pos —- -�- ne footing, typ. II v r 11111 ��°� III �°` removed �� 1011 •,el."..''� = wall/new t I!I Q, beam - J ^I 2nd story io° - x rake wall to 1 (- - - - -1 - - - -I M # above ;� bearing -fl t-- - - - -I exterior I I J - wall I 1 - �/ I II 4x 4. po - _ --1 f- - 1 N- P2 I C L- -_-_ # - A-I -_-_-H-3 F, LI , —� tti I III / I1 rt HI ./ LL 111 I — \\ III _ walls below Plan Note: Exterior measurements to framing Interior measurements to finished surfaces