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Specifications
MLc,LoI7 -GUU�f .7 AB KJ I .r S Y 1 ANDERSEN•BJORNSTAD•KANE•JACOBS a a s Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue,Suite 200,Seattle,Washington 98101 Tel:206.340.2255 Fax:206.340.2266 www.abkj.com Date 1/13/17 ABKJ Project Number 16030.00 PROJECT NAME AT&T — Tigard Tenant Improvement Roof HVAC Unit Replacement PROJECT LOCATION Tigard, OR 44401* C 30.4-- Submitted to: Salas O'Brien Mark Knoke 10202 5th Avenue NE, Suite 300 Seattle, WA 98125 (206) 547-1940 The allowance for EF weight is 1,200 #, though actual load is likely to be less. With the opening between purlins taking the full spacing, the point load on each purlin at corner openings is 300 #. The existing purlin is measured as 4" sawn lumber, with depth believed to be 14". Per the following calc, there is capacity for 4' trib * (30 psf DL + 20 psf LL + 25 psf Snow) for the span of 18.75'. Total factored load is 384 plf on the purlin. Max moment on the purlin is 202.5 k-in = 16.875 k-ft. Taking into account the reduction due to the opening itself, and applying the 300 # point load (factored), the new moment is 16.733 k-ft, which is still less than the current design moment. Thus the purlin capacity is OK for the new opening and mech unit. Furthermore, the new units placed over the (E) column at the (E) curbs will be acceptable, being at most < 3% over the limit (17.355/16.875 = 102.8% DCR). ,E,wA,aEow 2.8 Q AFP A s - E s.CO BELOW S 01 42 X BO OPNG GL BEAMS ROOF PLAN ABKJ Inc. Wood beaalt__column design GJ Member: Roof Purlin Project: AT&T Tigard Beam Capacity: Column Capacity: Type: Sawn Lumber woi_= 120 plf Dead Load eccminor= 0.35 in (min 10%) Size: 4 x 14 Dim Lumber Beam WLL= 80 plf Live Load eccma,or= 1.33 in (min 10%) Species: Douglas Fir-Larch A= 46.4 in2 wst.= 100 plf Snow&/or Roof Load Preq'd= 11900 lb Grade: No. 1 Sx= 102.4 in' wv„L= plf Wind Load Live Load Type: Occupancy A = 0.8 lx= 678.5 in4 w= 384 plf factored uniform load DCR= (fo/Fo')2+ Controlling LC: 1.2*D+1*L+1.6*S/Lr Sy= 27.1 in3 P = lb factored conc load fb Moisture: Dry ly= 47.3 in4 a= ft from left end Fb'[1 -(f o/FCE)] Temp: <100F t= 18.75 ft horizontal span Incising?: No Reaction RL= 3600 lb t' = 18.75 ft span along slope Slope: 0 /12 Reaction RR= 3600 lb Mx req'd= 202500 lb-in DCR= 0.995 OK Myreq'd= 0 lb-in Design Values: CM Ct CF Ci KF 0 Fb= 1000 psi 1.00 1.00 1.00 1.00 2.54 0.85 Fb'= Fb CM Ct CL CF Cf„CI Cr Cf KF 0 A Fb= 1986 psi fbx req'd= 1977 psi OK Ft= 675 psi 1.00 1.00 0.90 1.00 2.70 0.80 F1= Ft CM Cf CF CI KF 0 A F1= 1050 psi fby req'd= 0 psi OK F„= 180 psi 1.00 1.00 1.00 1.00 2.88 0.75 F„'= Ft CM Ct C;KF 0 A F,;= 249 psi f„req'd= 116 psi OK Fci.= 625 psi 1.00 1.00 1.00 1.00 2.40 0.90 Fei= FCl CM Ct CI Cb KF 0 Cb= 1.00 Fc-L'= 1350 psi Fe= 1500 psi 1.00 1.00 0.90 1.00 1.67 0.90 Fc' = Fc CM Ct CF C;Cp KF 0 A Fe'= 1623 psi fc regd= 0 psi OK E= 1700 ksi 1.00 1.00 1.00 1.00 1.00 1.00 E' = ECM Ct C;CT E' = 1700 ksi Emin= 620 ksi 1.00 1.00 1.00 1.00 1.76 0.85 E'min= Emin CM Ct C+CT Emin= 928 ksi A= 0.93 in A= L/ 243 OK Beam Design: Column Design: Cf= 1.00 Flat Use?: No Cfu= 1.00 c= 0.80 for sawn lumber Repetitive?: Yes Cr= 1.15 Lat'I Support?: Yes fe= 18.75 ft Lat'I Support?: No f.,,= 9.33 ft Span Type: Single Span-Uniform load+1 Conc loac to= 72.56 ft Ke= 1.00 to= 9.33 ft RB= J(te'd/b2) <_50 RB= 27.60 kid = min[te/d1,te/d2] te/d = 27.99 < 50 OK FbE= 1.20 E'min/Re FbE= 0 psi FE= 0.822 E'min I(te/d)2 FE= 973 psi C1 = (FCE/Fc*)/c c1 = 1.126 Fb*= Fb CD CM Ct CF Ci Cr Cf Fb*= 920 psi Fe*= Fe CD CM Ct CF CI Fc*= 1080 psi c2= (1 +c1)/2 c2= 1.063 1 + (FbE/Fb*) _ Al1 + (FbE/Fb*) 2 _ (FbE/Fb*) 1 + (FeE/Fc*) _ 1 + (FcE/Fc*) 12 (FcE/Fc*) CL= 1.9 `l [ 1.9 0.95 Cp= 2c N L 2c J c CL= 1.00 Cp= C2- l(C22-C1) Cp= 1.00 1/16/2017 Misc Wood Calcs 4:24 PM ABKJ Inc. Wood beam-column design GJL Member: Roof Opng Edge member Project: AT&T Tigard Beam Capacity: Column Capacity: Type: Sawn Lumber wDL= plf Dead Load eccminor= 0.15 in (min 10%) Size: 2 x 6 Dim Lumber Beam wLL= 150 plf Live Load eccmajor= 0.55 in (min 10%) Species: Douglas Fir-Larch A= 8.3 int wSL= plf Snow&for Roof Load Preq'd= 11900 lb Grade: No. 2 SX= 7.6 in' wwL= plf Wind Load Live Load Type: Occupancy A= 0.8 lx= 20.8 in4 w= 240 plf factored uniform load DCR= (f,I Fc')2+ Controlling LC: 1.2*D+1.6*L+0.5*S/Lr Sy= 2.1 in' P = lb factored con load fb Moisture: Dry ly= 1.5 in4 a= ft from left end Fb[1 (fc/FcE)] Temp: <100F LUS26 capacity= 990 lb f= 4.00 ft horizontal span Incising?: No Reaction RL=7\0 lb C'= 4.00 ft span along slope Slope: 0 /12 Reaction RR= 480 lb Mx reqd= 5760 lb-in DCR= 0.377 OK Myreq'd= 0 lb-in Design Values: CM Ct CF Ci KF 0 Fb= 900 psi 1.00 1.00 1.30 1.00 2.54 0.85 Fb'= Fb CM Ct CL CF Cfe Ci Cr Cf KF 0 A Fe= 2021 psi fbx req'd= 762 psi OK Ft= 575 psi 1.00 1.00 1.30 1.00 2.70 0.80 F;= Ft CM Cf CF Ci KF 0 A Ft'= 1292 psi fby req'd= 0 psi OK Fv= 180 psi 1.00 1.00 1.00 1.00 2.88 0.75 F,;= Ft CM Ct Ci KF 0 A F,;= 249 psi fv req'd= 87 psi OK Fc±= 625 psi 1.00 1.00 1.00 1.00 2.40 0.90 Fc..'= Fcl CM Ct Ci Cb KF 0 Cb= 1.00 Fci= 1350 psi Fc= 1350 psi 1.00 1.00 1.10 1.00 1.67 0.90 F,'= Fc CM Ct CF Ci Cp KF 0 A F,' = 428 psi fcreq'd= 0 psi OK E = 1600 ksi 1.00 1.00 1.00 1.00 1.00 1.00 E' = E CM Ct Ci CT E' = 1600 ksi Emirs = 580 ksi 1.00 1.00 1.00 1.00 1.76 0.85 E'min= Emin CM Ct Ci CT E'min= 868 ksi A= 0.04 in 4= L/ 1155 OK Beam Design: Column Design: Cf= 1.00 Flat Use?: No Cfu= 1.00 c= 0.80 for sawn lumber Repetitive?: No Cr= 1.00 Lat'l Support?: Yes fc= 4.00 ft Lat'l Support?: No to= 9.33 ft Span Type: Single Span-Uniform load+1 Conc loac to= 24.52 ft Ke= 1.00 te= 9.33 ft RB= J(te'd/b2)<_50 RB= 21.01 te/d = min[£e/d1, Y.e/d2] te/d = 55.98 > 50 NG! FbE= 1.20 E'min/RB2 FbE= 0 psi FE= 0.822 Emin/(4/d)2 FE= 228 psi c1 = (FcE/Fc*)/c c1 = 0.239 Fb*= Fb CD CM Ct CF CI Cr Cf Fb*= 936 psi Fc*= Fe CD CM Ct CF Ci Fc*= 1188 psi c2= (1 +c,)/2 c2= 0.62 1 + (FbE/Fb*) _ ,�I 1 + (FbE/Fb*) 12 (FbE/Fb*) 1 + (FCE/Fc*) _ ,Ni r 1 +(F./Fc*) 12 (FcE I Fc*) CL= 1.9 V [ 1.9 0.95 Cp= 2c L 2c 1 c CL= 1.00 CP= c2-I(c22-c1) CP= 0.24 1/16/2017 Misc Wood Calcs 4:31 PM Solid Sawn Joist Hangers SIMPSON FACE MOUNT HANGERS - SOLID SAWN LUMBER (DF/SP) StrongTie - These products are available with additional corrosion protection.Additional products on ,These products are approved for installation with the Strong-Drive SD this page may also be available with this option,check with Simpson Strong-Tie for details. Structural-Connector screw.See page 27 for more information. Dimensions Fasteners DF/SP Allowable Loads InstalledJoist Min Size Model No. Ga W H B Max Header Joist Uplift Floor(100) Snow(115) Roof(125) Cost Code 10d 16d (160) 10d 16d 10d 16d 10d 16d (ICI) Ret. SAWN LUMBER SIZES "LU24 20 19/16 31/4 11/2 — 4-10d 4-16d 2-10dx11/2 265 465 555 530 635 575 685 Lowest 'LUS24 18 19/6 3'/a 1% — 4-10d — 2-10d 490 670 765 — 825 — +3% 2x4 U24 16 13,6 3'/a 11/2 — 4-10d 4-16d 2-10dx1 Y 265 485 575 550 655 595 705 +67% HU26 14 19/16 31/26 2% — — 4-16d 2-10dx1'/2 335 — 595 — 670 — 720 +295% DBL 'LUS24-2 18 31/8 31/2 2 — — 4-16d 2-16d 440 — 800 — 910 — 985 Lowest U24-2 16 31/8 3 2 — 4-10d 4-16d 2-10d 370 485 575 550 655 595 705 +33% 2x4 N119i-9/HI Ir9d-9 ld Qt/ 9V. 91 — — d-i Rd 9-111r1 4An — 5ac — R7n — 7911 , ,lo. • rLUS26 18 19/16 4% 1% — 4-10d — 4-10d 1165 865 — 990 — 1070 — Lowest LULb 27 I%6 414 Tr — ' b-1ua ' b-lba 4-IUOX I/2 11 • 1 "I I I +, 0 17,F6,L17 U26 16 19A6 4% 2 — 6-10d 6-16d 4-10dx11/2 585 730 865 825 980 890 1055 +43% - 2x6 ►LUC26Z 18 19/6 4% 1% — 6-10d 6-16d 4-10dx11/2 730 710 845 810 965 875 1040 +160% HU26 14 19/16 31/26 21/4 — — 4-16d 2-10dx112 335 595 — 670 — 720 +179% IP 'HUS26 16 1% 53/6 3 — — 14-16d 6-16d 1550 - 2720 — 3095 - 3335 +276% • VLUS26-2 18 31/8 4'/6 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 Lowest DBL U26-2 16 31/8 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 +65% 2x6 HUS26-2 14 31/8 53/16 2 — 4-16d 4-16d 1235 — 1065 1210 1305 +172% HU26 2/HUC26 2 14 316 5% 21/2 Min — 8-16d 4-10d 760 — 1190 — 1345 — 1445 +233% 14 31/8 5% 21/2 Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2165 +254% LUS26-3 18 4% 41/4 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 * TPL 2x6 U26-3 16 4% 4'/4 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 * 160 HU26 3/HUC26 3 14 4% 5'/2 2'/2 Min — 8-16d 4-10d 760 — 1190 1345 1445 14 411/26 51/2 21/2 Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2165 * II 'LUS26 18 19/,s 4% 1% — 4-10d — 4-10d 1165 865 — 990 — 1070 — Lowest LU26 20 19/6 43/4 11/2 — 6-10d 6-16d 4-10dx11/2 565 700 835 795 950 860 1030 +6% .. • VLU528 18 19/6 6% 13/4 — 6-10d — 4-10d 1165 1100 — 1255 — 1360 — +23% 'LU28 20 19/,6 6% 11/2 — 8-10d 8-16d 6-10dx11/2 850 930 1110 1060 1270 1150 1335 +39% 2x8 U26 16 19/6 43/4 2 — 6-10d 6-16d 4-10dx11/2 585 730 865 825 980 890 1055 +43% • rLUC26Z 18 19/6 43/4 13/4 — 6-10d 6-16d 4-10dx11/2 730 710 845 810 965 875 1040 +160% HU28 14 19/6 51/2 2'/4 — — 6-16d 4-10dx1'/2 610 — 895 — 1005 — 1085 +251% • 'HUS26 16 1% 5% 3 — — 14-16d 6-16d 1550 — 2720 — 3095 — 3335 +276% 17,F6,L17 • VHUS28 16 1% 7 3 — — 22-16d 8-16d 2000 — 3965 — 4120 — 4220 +409% • 'LUS26-2 18 31/8 416 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 Lowest • FLUS28-2 18 31/6 7 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 +8% DBL U26-2 16 31/6 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 +65% 1 2x8 H1JS28-2 14 31/2, 716 2 — — 6-16d 6-16d 1550 — 1595 — 1815 — 1960 +188% HU28-2/HUC28-2 14 3'/6 7 212 Min — 10-16d 4-10d 760 — 1490 - 1680 — 1805 +397% 14 31/6 7 2% Max 14-16d 6-10d 1135 — 2085 2350 2530 +418% • LUS28-3 18 4% 614 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 * TPL 2x8 U26-3 16 4% 4'/4 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 * HU26-3/HUC26-3 14 411A6 5'/2 21/2 Min - 8-16d 4104 760 - 1190 - 1345 - 1445 160 14 41/6 5'h 2'/2 Max 12-16d 6-10d 1135 1785 2015 2165 QUAD HU28 4/HUC28 4 14 61/6 6% 21/2 Min — 10-16d 4-16d 900 — 1490 — 1680 - 1805 * 2x8 14 6% 6% 21/2 Max — 14-16d 6-16d 1345 — 2085 — 2350 — 2530 * • VLUS28 18 19/,6 6% 13/4 — 6-10d — 4-10d 1165 1100 — 1255 — 1360 — Lowest FLU28 20 19/16 6% 11/2 — 8-10d 8-16d 6-10dx1'/2 850 930 1110 1060 1270 1150 1335 +13% • rLUS210 18 19/6 713/46 13/4 - 8-10d — 4-10d 1165 1340 — 1525 — 1650 — +15% 'LU210 20 19/16 713/16 11/2 — 10-10d 10-16d 6-10dx11/2 850 1165 1390 1325 1585 1435 1715 +28% 2x10 U210 16 19/6 713/6 2 — 10-10d 10-16d 6-10dx112 1110 1215 1440 1375 1635 1485 1685 +76% • 'LUC210Z 18 19/16 73/4 1% — 10-10d 10-16d 6-10dx11/2 1100 1185 1410 1345 1605 1455 1735 +180% 17,F6,L17 HU210 14 19/6 71/2 2'/4 — — 8-16d 4-10dx11/2 610 — 1190 — 1345 — 1445 +225% HUS210 16 1% 9 3 — — 30-16d 10-16d 3000 — 4255 — 4445 — 4575 +450% - • FLUS28-2 18 31/6 7 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 Lowest • FLUS210-2 18 31A6 9 2 — — 8-16d 6-16d 1745 — 1830 — 2090 — 2265 +34% DBL U210-2 16 31/6 812 2 — 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 +88% 2x10 HUS210-2 14 31/8 93/16 2 — — 8-16d 8-16d 3295 2125 2420 2615 +217% 17,F23,L17 HU210-2/ 14 31/4 813/16 21/2 Min — 14-16d 6-10d 1135 — 2085 — 2350 — 2530 +441% 17,F6,L17 HUC210-2 14 31/6 813/16 2'/2 Max — 18-16d 10-10d 1895 — 2680 — 3020 - 3250 +467% • HHUS210-2 14 35/6 9752 3 — — 30-16d 10-16d 4000 — 5635 — 6380 — 6880 * F23 le LUS28-3 18 4% 61/2 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 * 160 • LUS210-3 18 4% 83/6 2 — — 8-16d 6-16d 1745 — 1830 — 2090 — 2265 * TPL U210-3 16 4% 7% 2 — 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 * 2x10 HU210-31 14 4'176 89/16 2'h Min — 14-16d 6-10d 1135 2085 2350 2530 17 F6,L17 HUC210-3 14 4'116 89/16 2'/2 Max — 18-16d 10-10d 1895 — 2680 — 3020 — 3250 * HHUS210-3 14 41/6 8'/e 3 — — 30-16d 10-16d 4000 — 5635 — 6380 — 6880 * HGUS210-3 12 413/46 91/6 4 — — 46-16d 16-16d 4095 — 9100 — 9100 — 9100 * 17,F23 See footnotes on page 73. CODES:See page 13 for Code Reference Key Chart. . /rtet `LC Lo f?^ Ul.+ti ABKJ Inc. SS Roof Purlin C U ag--t U ,S Cel /14 GJL PROJECT: Beam Span: AT&T Tigard Mach Roof Lmain= 18.75 ft Points of Interest: x1 = 8.55 ft x2= ft Beam: Roof Purlin-4x14 Mi VcantL RL VI Vxi Mx1 Mma.+ @ x= Mr+ 6c+*(EI) 6,„„+*(EI) @ x= Ma Via VR RR VcantR Ma ALL LOADS: 0.000 0.000 3.567 3.567 1.035 16.590 19.377 16.733 1351919 1353267 0.000 1.436 -3.585 3.585 0.000 0.000 k-ft k k k k k-ft k-ft k-ft in in k-ft k k k k k-ft Distributed Load Dimensions: Assumed original design load aL= 3.30 ft be= 5.25 ft cR= 10.20 ft from: from: from: Distributed Loads: MC VcantL RL V1 Vx1 Mx1 Mmax+ @ x= Mc+ 6C+*(EI) 6max+*(EI) @ x= Mx2 Vx2 VR RR VcantR MR Partial Load(main L): wmain L= 0.3 4 klf 1.156 1.156 0.112 1.137 1.739 3.010 1.045 77749 r ,>;, 0.000 1.156 -0.112 0.112 Partial Load (main C): wmafn c= 0.192 klf 0.689 0.689 -0.319 3.249 3.513 6.891 2.986 495061 -1-' ,`I. 0.000 0.689 -0.319 0.319 Partial Load (main R): Wmain R= 0.384 klf 1.065 1.065 1.065 9.109 10.587 11.324 9.857 608829 0.000 -1.065 -2.851 2.851 All Distributed Loads: 0.000 0.000 2.911 2.911 0.858 13.495 15.839 13.889 1181639 1181639 0.000 0.780 -3.281 3.281 0.000 0.000 Concentrated Load Dimensions: al= 3.30 ft be= 5.25 ft cr= 10.20 ft from: from: Concentrated Loads: MI VcantL RL VL Vx1 Mx1 Mmax+ @ X= MC+ 6c+*(EI) 6max+*(EI) @ x= Mx2 Via VR RR VcantR MR - 1 @ al Pa= 0.48 k 0.396 0.396 -0.084 0.862 1.305 3.300 0.792 57659 58884 10.656 0.000 0.396 -0.084 0.084 1 @ Cr Pc= 0.48 k 0.261 0.261 0.261 2.233 2.233 8.550 2.052 112622 112743 9.634 0.000 0.261 -0.219 0.219 All Concentrated Loads: 0.000 0.000 0.657 0.657 0.177 3.094 3.538 2.844 170280 171628 0.000 0.657 -0.303 0.303 0.000 0.000 Concentrated Moment Dimensions: a,= ft be= 18.75 ft cr= ft from: from: Concentrated Moments: RL V1 V,1 Mx1 Mmax+ @ x= MC+ SC+*(EI) 6max+*(EI) @ x= Mx2 Vx2 VR RR from left: from right: MI Concentrated Moments: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1/16/2017 Misc Wood Calcs 4:09 PM , ABKJ Inc. SS Roof Purlin GJL PROJECT: Beam Span: AT&T Tigard Mech Roof Lmain= 18.75 ft Points of Interest: x1 = ft x2= ft Beam: Roof Purlin-4x14 M1 VcantL RI. V1 Vx1 Mx1 Mmax+ @ X= Mc+ 6r+*(EI) 5,,,,r+*(EI) @ x= Mx2 Vx2 VR RR VcantR MR ALL LOADS: 0.000 0.000 4.029 4.029 4.029 0.000 17.733 17.355 1103768 1104647 0.000 4.029 -3.651 3.651 0.000 0.000 k-ft k k k k k-ft k-ft k-ft in in k-ft k k k k k-ft Distributed Load Dimensions: Assumed original design load aL= ft be= 18.75 ft cR= ft from: from: from: Distributed Loads: M1 Vcantt Rt V1 VA MA Mmax+ @ x= Mc+ 6c+*(EI) bmax+*(EI) @ x= Mx2 Vi2 VR RR VcantR MR Uniform Load: wunf= 0.384 klf 3.600 3.600 3.600 0.000 16.875 9.375 16.875 1067871 1067871 9.375 0.000 3.600 -3.600 3.600 a All Distributed Loads: 0.000 0.000 3.600 3.600 3.600 0.000 16.875 16.875 1067871 1067871 0.000 3.600 -3.600 3.600 0.000 0.000 Concentrated Load Dimensions: a,= 2.00 ft be= 16.75 ft Cr= ft from: from: Concentrated Loads: ML: VcantL RL V1 Vx1 MA Mmax+ @ X= Mc+ 6c+*(EI) bmax+*(EI) @ x= M,2 V,2 VR RR VcantR MR - 1 @a1 Pa= 0.48 k 0.429 0.429 0.429 0.000 0.858 2.000 0.480 35897 36776 10.764 0.000 0.429 -0.051 0.051 All Concentrated Loads: 0.000 0.000 0.429 0.429 0.429 0.000 0.858 0.480 35897 36776 0.000 0.429 -0.051 0.051 0.000 0.000 Concentrated Moment Dimensions: a,= ft bc= 18.75 ft Cr= ft from: from: Concentrated Moments: R1 V1 V,1 MA Mmax+ @ X= Mc+ 6c+*(EI) bmax+*(EI) @ x= M,2 VA VR RR from left: from right: MI Concentrated Moments: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0.000 0.000 0.000 0.000 0.000 0.000 1/16/2017 Misc Wood Calcs 4:19 PM