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Specifications (20) Art. o - 0 ( SZi / ?c7c ccJ ( aclr \`�� � TURNER 2 '° ENGINEERING Et DESIGN .1 LATERAL CALCULATIONS FOR LIEBREICH RESIDENCE TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 08/13/2010 JOB NUMBER: R10153 GPN��s F 58949 E l OREGON �C'y q k/5 2°°0�i� gAD ,1. EXP.DATE: 06-30-2012 3131 SW Orchard Place, Gresham, OR 97080 • Office: (503) 665-1143 • Cell: (503) 970-8807 • Email: rj.turner@comcast.net INDEX OF CALCULATIONS: PAGES SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 BEAM ANALYSIS AND DESIGN: 11 TO 13 DETAILS: 14 TO 21 Li ., Airik AIL 0 0 Lam► WALL ELEV., TYP.WAND ENDrka a MIN.3.-4" MIN.3'-2' OF WINDOW MI .2'-6' o..:.o.:.... �;; . MIN.2'-3" l0 I DECK , [ _J E 0 pt1I I E #Z = D: = _ _ _ _ -a- =m —FFX OFFICE i, III z u n 2 [ flIt \ -�--.'N- 1 —ii......-- Jr _Thill 1...2 [ of II ill. illi Eo �~ III W.I.C. Il ri) 40 / • �E� BED. #4 Il )I- MIN. E. == _ 7: := = 69 (f-.! III . H_ _ -1 III IJ Ilf III .. rn STI RAGE III (.2E-3R)S Ks_i_ BED. #5 °I OPEN III 2 r B MIN.7'-2" IN.5'-2" Ii \ / I it I IS F1 C:1)1 2 i F3 UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING (TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. 4 4 WALL S2WALL w SECTION D3 SECTIO S2 4 D3 ® 'M 1I MIN.2'-4...... - .i \ S2 MIN.3'-6 WALL b ®- ELEV.,TYP. 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NPJ MP J+ O® js ss ICI is R10153 LIEBREICH LATERAL AD SEISMIC LOADS (2007 OSSC, ASCE 7-05 - EQUIVALENT LATERAL FORCE) DIRECTION:FRONT-TO-REAR T Sa OCCUPANCY: II TABLE 1-1 EQ 9.4.1.2.6-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 26.500 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 SI: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ.11.4-1 0.8100 0.462 Sm1: 0.561 EQ.11.4-2 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 1.0100 0.371 Sd1: 0.374 EQ.11.4-4 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.234 EQ.12.8-7 0.800 SEISMIC DESIGN 0.700 a CATEGORY(.1 SEC): D TABLE 11.6-1 SEISMIC DESIGN 0.60010 CATEGORY(1 SEC): D TABLE 11.6-2 0.500 4110 . R: 6.5 TABLE 12.2-1 • 0.400 52: 3.0 TABLE 12.2-1 SIMPLIFIED 0.300 et .. FORCE (V): 0.1355 W 0.200 0.100 Cs: 0.113 W(EQ. 12.8-2) Cs(MAX): 0.176 W(EQ. 12.8-3/4) 0.000 CS(MIN): 0.010 W(EQ. 12.8-5) 0 0.5 1 1.5 2 - CS(MIN, E F): 0.025 W(EQ. 12.8-6) Cs(ACTUAL): 0.113 W ♦Seriesl =,, EQ. LATERAL FORCE (V):I 0.1131W PAGE R10153 LIEBREICH LATERAL AD SEISMIC LOADS (2007 OSSC, ASCE 7-05 - EQUIVALENT LATERAL FORCE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD: FRONT TO REAR DIRECTION BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 882 441 2571 0 0.326 1.00 1 MAIN 1067 626 2179 0 0.326 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM'V UPPER 20.0 42759 855180 42759 6282 4397 4397 12.8-11,12.8-12 MAIN 10.0 36834 368335 79593 2706 1894 6291 12.8-11, 12.8-12 79592.5 1223515 8987 6291 V(LBF): 8987 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 6291 2.4.1 ASD(L.C.5,8) SEISMIC LOAD:SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 882 441 2571 0 0.249 1.00 1 MAIN 1067 626 2179 0 0.411 1.00 1 BASE SHEAR HT W WiHi^2 TOTAL W V V*.7 SUM V UPPER 20.0 42759 855180 42759 6282 4397 4397 12.8-11, 12.8-12 MAIN 10.0 36834 368335 79593 2706 1894 6291 12.8-11, 12.8-12 79592.5 1223515 8987 6291 V(LBF): 8987 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 6291 2.4.1 ASD(L.C.5,8) PAGE R10153 LIEBREICH LATERAL AD - WIND LOADS MWFRS (2007 OSSC,ASCE 7-05) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 DIRECTION:FRONT-TO-REAR ` WIND SPEED(MPH): 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL, FT): 51.3 I: 1 15-20 WIDTH(TRANSVERSE, FT): 53.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 23.000 Kzt: 1 TOTAL ROOF HEIGHT (FT): 26.500 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 4 qh: 13.60 THETA: 18.43 0.316 0.949 2a(FT): 10.25 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.51643622 4.58 9.47 2 -0.69 -11.83 -6.94 3 -0.468523 -8.82 -3.92 -0.95 -0.95 -3.01 4 -0.4153929 -8.10 -3.20 12.68 12.68 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 - 1E 0.78017602 8.16 13.06 2E -1.07 -17.00 -12.11 3E -0.6733061 -11.61 -6.71 -1.71 -1.71 -5.40 4E -0.6180893 -10.86 -5.96 19.02 19.02 BASE SHEAR DIRECTION: FRONT-TO-REAR DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.68 0.00 19.02 0 UPPER 25-30 1.50 13.00 12.68 2.00 19.02 203 UPPER 20-25 5.00 131.75 12.68 51.25 19.02 2645 UPPER 15-20 5.00 201.75 12.68 51.25 19.02 3532 6380 MAIN 0-15 10.00 431.50 12.68 102.50 19.02 7419 7419 985.00 TOTAL BASE SHEAR R: 13798 PAGE `T R10153 LIEBREICH LATERAL AD WIND LOADS MWFRS (2007 OSSC, ASCE 7-05) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 CONT.. DIRECTION:SIDE-TO-SIDE WIND SPEED: 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL,FT): 51.3 I: 1 15-20 WIDTH(TRANSVERSE, FT): 53.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 23.0 Kzt: 1 TOTAL ROOF HEIGHT (FT): 26.5 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 4 qh: 13.60 THETA: 18.43 0.316 0.949 2a: 10.25 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PS F) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.51643622 4.58 9.47 -, 2 -0.69 -11.83 -6.94 3 -0.468523 -8.82 -3.92 -0.95 -0.95 -3.01 4 -0.4153929 -8.10 -3.20 12.68 12.68 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.78017602 8.16 13.06 2E -1.07 -17.00 -12.11 3E -0.6733061 -11.61 -6.71 -1.71 -1.71 -5.40 4E -0.6180893 -10.86 _ -5.96 19.02 19.02 BASE SHEAR DIRECTION: SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.68 0.00 19.02 0 UPPER 25-30 1.50 22.00 12.68 10.00 19.02 469 UPPER 20-25 5.00 140.75 12.68 51.25 19.02 2759 UPPER 15-20 5.00 217.75 12.68 51.25 19.02 3735 6963 MAIN 0-15 10.00 491.50 12.68 102.50 19.02 8179 8179 1087.00 TOTAL BASE SHEAR R:) 15142 PAGE R10153 LIEBREICH LATERAL AD WALL DISTRIBUTION SHEET DIRECTION:FRONT-TO-REAR WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 15.33 2199 143 0.3 3190 208 208 TSN 1665 434 1230 MSTC28 0 F2 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.5 F3 16.91 2199 130 0.3 3190 189 189 TSN 1509 479 1030 MSTC28 1.00 4397 6380 DIRECTION: FRONT-TO-REAR WALL HEIGHT: 10 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 F1 19.75 2672 135 0.2 5045 255 255 D6 2554 625 3159 HDU4 0.5 F2 10.50 947 90 0.1 3709 353 353 D4 3533 333 3200 HDU4 0.25 F3 18.00 2672 148 0.2 5045 280 280 D4 2803 570 3262 HDU4 1.00 6291 13798 0 PAGE R10153 LIEBREICH LATERAL AD r WALL DISTRIBUTION SHEET CONTINUED DIRECTION:SIDE TO SIDE WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 S1 0.00 0 0 0 0 0 0 - 0 0 0 NO 0 S2 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.22 S3 12.32 967 79 0.2 1532 124 124 TSN 995 1068 -73 NO 0.5 S4 21.66 2199 102 0.2 3481 161 161 TSN 1286 1877 -591 NO 0 S5 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.28 S6 11.24 1231 110 0.2 1950 173 173 TSN 1388 974 413 MSTC28 4397 6963 DIRECTION:SIDE TO SIDE WALL HEIGHT: 10 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.13 S1 7.00 725 104 0.1 1807 258 258 D6 2581 327 2255 HDU2 0.12 S2 6.75 716 106 0.1 1770 262 262 D4 2097 323 1775 HDU2 0 S3 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 S4 12.16 3145 259 0.4 7571 623 623 D2 4981 413 3977 HDU4 0.25 S5 8.16 1705 209 0.3 3994 490 490 D3 3916 346 3570 HDU4 0 S6 0.00 0 0 0 0 0 0 - 0 0 0 NO 6291 15142 PAGE C\ R10153 LIEBREICH LATERAL AD FOOTING DESIGN :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (K-LB) PLF (INA2) F1 3159 7 15 18 8.75 12259 0.354 0.161 1-#4 BAR 3 i 5 Z F2 3200 7 15 18 6 12 259 0.367 0.166 1-#4 BAR 2.-1 5 Z F3 3262 7 15 18 13.5 9 259 0.261 0.118 1-#4 BAR 12- :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) 1 51 2255 7 15 18 3.5 4 259 0.132 0.060 1-#4 BAR {�Z S2 1775 12 16 0 3.875 3 200 0.235 0.106 NONE S3 0 7 15 18 0 0 259 0.000 0.000 NONE S4 3977 7 15 18 12.16 19 259 0.572 0.259 1-#5 BAR 2-1 2- S5 3570 7 15 18 3.5 9 259 0.263 0.119 1-#4 BAR ) S6 0 7 15 18 0 0 259 0.000 0.000 NONE 3 t 5 2-- PAGE \it) tURNER: BEAM LOAD SHEET, CONT... NGINEFRIk'G 5 DESIGN BEAM# ANALYSIS SKETCH AND DESIGN P ) G, Si 4... ---- (1'(7)c")-_.- .=(-25- rLf ? f 1 '4- 7-- 8 ' # t = 12. 1 r17 ------ fi.-W 11,24(8)= ''' c_- BEAM CALC SHEET PAGE 1( Title Block Line 1 Title: Job# . You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes Title Block Line 6 ' Printed:12 AUG 2010,5:11PM Lic.#. KW-06005610 "�°` 1 t 1 t' License Owner:RICHARD TURNER Description: B1 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1555 psi Density 32.21 pcf W(1.388)E(3.755) D(0.01) L(0.04) D(0.01) L(0.04) 1 1.75x11.87 1.75x11.87 Span= 12.0 ft Span= 3.250 ft *15104-4442R m,,a , < g Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 k/ft, Tributary Width=1.0 ft Point Load: W=1.388, E=3.755 k a 3.0 ft 1All ';:-:,:.:'' T1''''.4 " 1> , - - Design N.G. Maximum Bending Stress Ratio = 0.557. 1 Maximum Shear Stress Ratio = 0.420 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 2,316.09psi fv:Actual = 191.37 psi FB:Allowable = 4,160.00psi Fv:Allowable 456.00 psi Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span = 12.000ft Location of maximum on span = 12.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.034 in Ratio= 4285 Max Upward L+Lr+S Deflection -0.023 in Ratio= 3456 Max Downward Total Deflection 0.686 in Ratio= 112 <240 Max Upward Total Deflection -0.391 in Ratio= 367 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span it M V C d C f/v C r C m C t C fu Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+L+H Length=12.0 ft 1 0.087 0.082 1.000 1.000 1.000 1.000 1.000 1.000 0.77 225.47 2,600.00 0.32 23.24 285.00 Length=3.250 ft 2 0.030 0.082 1.000 1.000 1.000 1.000 1.000 1.000 -0.26 77.04 2,600.00 0.11 23.24 285.00 +D+Lr*l 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.017 0.016 1.000 1.000 1.000 1.000 1.000 1.000 0.15 45.09 2,600.00 0.06 4.65 285.00 Length=3.250 ft 2 0.006 0.016 1.000 1.000 1.000 1.000 1.000 1.000 -0.05 15.41 2,600.00 0.02 4.65 285.00 +D+S+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.015 0.014 1.150 1.000 1.000 1.000 1.000 1.000 0.15 45.09 2,990.00 0.06 4.65 327.75 - Length=3.250 ft 2 0.005 0.014 1.150 1.000 1.000 1.000 1.000 1.000 -0.05 15.41 2,990.00 0.02 4.65 327.75 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.069 0.065 1.000 1.000 1.000 1.000 1.000 1.000 0.62 180.38 2,600.00 0.26 18.59 285.00 Title Block Line 1 Title: Job# . You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the Printing& Title Block"selection. Project Notes Title Block Line 6 Printed:12 AUG 2010,5 11PM rx�r=' ' x' a a ® f` ® � # h 1•x .-.. 1 :gw'liL a " - Y Lic.#: KW-06005610A. License Owner:RICHARD TURNER Description: B1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C f/v C r C m C t C fu Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=3.250 ft 2 0.024 0.065 1.000 1.000 1.000 1.000 1.000 1.000 -0.21 61.63 2,600.00 0.09 18.59 285.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.060 0.057 1.150 1.000 1.000 1.000 1.000 1.000 0.62 180.38 2,990.00 0.26 18.59 327.75 Length=3.250 ft 2 0.021 0.057 1.150 1.000 1.000 1.000 1.000 1.000 -0.21 61.63 2,990.00 0.09 18.59 327.75 +0+W4$ 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.296 0.223 1.600 1.000 1.000 1.000 1.000 1.000 -4.22 1,230.30 4,160.00 1.41 101.83 456.00 Length=3.250 ft 2 0.296 0.223 1.600 1.000 1.000 1.000 1.000 1.000 -4.22 1,230.30 4,160.00 1.41 101.83 456.00 +0+0.70E+1-1 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.557 0.420 1.600 1.000 1.000 1.000 1.000 1.000 -7.94 2,316.09 4,160.00 2.65 191.37 456.00 Length=3.250 ft 2 0.557 0.420 1.600 1.000 1.000 1.000 1.000 1.000 -7.94 2,316.09 4,160.00 2.65 191.37 456.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.234 0.179 1.600 1.000 1.000 1.000 1.000 1.000 -3.33 972.80 4,160.00 1.13 81.71 456.00 Length=3.250 ft 2 0.234 0.179 1.600 1.000 1.000 1.000 1.000 1.000 -3.33 972.80 4,160.00 1.13 81.71 456.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.234 0.179 1.600 1.000 1.000 1.000 1.000 1.000 -3.33 972.80 4,160.00 1.13 81.71 456.00 Length=3.250 ft 2 0.234 0.179 1.600 1.000 1.000 1.000 1.000 1.000 -3.33 972.80 4,160.00 1.13 81.71 456.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.430 0.326 1.600 1.000 1.000 1.000 1.000 1.000 -6.13 1,787.15 4,160.00 2.06 148.86 456.00 Length=3.250 ft 2 0.430 0.326 1.600 1.000 1.000 1.000 1.000 1.000 -6.13 1,787.15 4,160.00 2.06 148.86 456.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.430 0.326 1.600 1.000 1.000 1.000 1.000 1.000 -6.13 1,787.15 4,160.00 2.06 148.86 456.00 Length=3.250 ft 2 0.430 0.326 1.600 1.000 1.000 1.000 1.000 1.000 -6.13 1,787.15 4,160.00 2.06 148.86 456.00 +0.600+W+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.294 0.222 1.600 1.000 1.000 1.000 1.000 1.000 -4.20 1,224.14 4,160.00 1.40 101.17 456.00 Length=3.250 ft 2 0.294 0.222 1.600 1.000 1.000 1.000 1.000 1.000 -4.20 1,224.14 4,160.00 1.40 101.17 456.00 +0.60D+0.70E+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.555 0.418 1.600 1.000 1.000 1.000 1.000 1.000 -7.92 2,309.93 4,160.00 2.64 190.71 456.00 Length=3.250 ft 2 0.555 0.418 1.600 1.000 1.000 1.000 1.000 1.000 -7.92 2,309.93 4,160.00 2.64 190.71 456.00 +0.600-1.0W 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.290 0.217 1.600 1.000 1.000 1.000 1.000 1.000 4.13 1,205.65 4,160.00 1.37 98.78 456.00 Length=3.250 ft 2 0.290 0.219 1.600 1.000 1.000 1.000 1.000 1.000 4.13 1,205.65 4,160.00 1.39 100.07 456.00 Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 E Only -0.3914 7.015 E Only 2 0.6862 3.250 0.0000 7.015 Vefl . a;. , " ", : ', ,'_ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.939 5.178 D Only 0.056 0.097 L Only 0.222 0.388 W Only -0.347 1.735 E Only -0.939 4.694 D+L 0.278 0.485 D+W -0.291 1.832 D+L+W -0.069 2.220 D+E -0.883 4.791 D+L+E -0.661 5.178 A 0 z w oQ W 8 I I r4 • SLAB (THICKNESS PER W I I W 0 ARCHITECTURAL • < ►� Cx ¢ DRAWINGS}WITH 6X6 A -W1.4 X W1.4 WIRE MESH, H8" MIN. 6" LAP SPLICE I I v 7, II 4 a 00 ° II LI / H Z v WA A OO A - ! � A • II � • a II ° ii HOLD-DOWN PER SHEAR WALL W y . • , SCHEDULE _Y ° a q ma U (2)44 CONTINUOUS BAR AT 1' 4" TOP AND BOTTOM OF > FOOTING (EXTEND REBAR AROUND CORNERS MIN. 5'-0") NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. FOOTING SECTION SCALE: 1" = 1'-0" 2X STUD WALL EXTERIOR SHEAR WALL SHEATHING AND NAILING P.T. SILL PLATE WITH %2" J-TYPE BOLT, EMBED 7" PER SHEAR WALL PLAN MIN. INTO STEM WALL (1) - #4 VERTICAL BAR @ !�' 24" O.C. WITH 6" HOOK AT 4M-�� E-, EACH END I E-'O W W I1 a WUf� U a `,te_ 11a ' pa . 0 z CO 4" SLAB PER - ARCH. PLANS I a �o a a V a a l� a (2)-#4 CONTINUOUS BAR AT BOTTOM Co U OF FOOTING AND AT TOP OF STEM 1'-3" WALL (EXTEND REBAR AROUND NOTE: .c > CORNERS MIN. 5'-0") 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 0 FOOTING SECTION SCALE: 1" = 1'-0" • 2X STUD WALL EXTERIOR SHEAR WALL SHEATHING AND NAILING P.T. SILL PLATE WITH 512" J-TYPE BOLT, EMBED 7" PER SHEAR WALL PLAN MIN. INTO STEM WALL ►!1 (1) - #4 VERTICAL BAR @ !�' 24" O.C. WITH 6" HOOK AT '�'�� EACH END i Q z @ 1 0. �, WO z a D a a N 1 a a a (2)-#4 CONTINUOUS BAR AT BOTTOM EY) U OF FOOTING AND (1)-#4 BAR AT TOP 1'-3" OF STEM WALL (EXTEND REBAR NOTE: < > AROUND CORNERS MIN. 5'-0") 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 0 FOOTING SECTION SCALE: 1" = 1'-0" HOLDOWN STRAP 8d NAILS @ 6" O.C., PER PLAN TYP. ENTIRE BEAM TYPICAL FLOOR 2X STUD 0 SHEATHING PER PLAN #12 X 4" LONG j SCREW@ 12" 0/C, 10CANTILEVERED BEAM TYP. ENTIRE LENGTH PER PLAN OF PERFORATED SHEAR WALL 0- _ RIM JOIST PER PLAN j 0. I • •I, ...• • „,...• 1 .44,,,,.. 1 #12 X 4" LONG SCREW @ 12" 16d NAIL @ 12" 0/C, TYP. 0/C, TYP. ENTIRE LENGTH OF ENTIRE LENGTH PERFORATED SHEAR WALL 2X STUD I SIMPSON 'MTS30' STRAP, LOCATION PER PLAN SHEAR WALL SHEATHING ._ AND NAILING PER SHEAR WALL PLAN 4 WALL SECTION S2 SCALE: 1" = 1'-0" t 0 r4 EllSho wwQ F ///l/ / / / / SHEAR WALL AO SHEATHING AND NAILING y/..' ' (2) 2X VERTICAL BEAM PER MEMBERS Or fr ���� A I i ARCHITECTURAL # / PLAN / 2X6 BLOCKING SIMPSON 'MSTC28' / STRAP 0 SHEAR WALL ELEVATION SCALE: 1" = 1'-0" FLOOR JOIST AND SIMPSON CLIP PER SHEAR SHEATHING PER PLAN WALL SCHEDULE .1111r1=111=IIM �r SHEAR WALL SHEATHING AND NAILING PER PLAN i 2X WALL STUDS PER PLAN PERPENDICULAR SIMPSON CLIP AND SILL PANEL EDGE NAILING PLATE NAILING PER SHEAR WALL SCHEDULE FLOOR JOIST AND SHEATHING PER PLAN srA r4 A ill V ' I I j DBL. TOP PLATE I I PARALLEL 2X WALL STUDS PER PLAN 6 WALL SECTION S2 SCALE: NONE 16d NAIL @ 6" 0/C, TYP. ENTIRE HEIGHT OF WALL III - --- -___ HOLDOWN PER PLAN SHEARWALL SHEATHING AND NAILING PER SHEAR WALL PLAN 0 CORNER PLAN VIEW SCALE: 1" = 1'-0" BOLTED HOLDOWN PER PLAN 1111116 SHEARWALL SHEATHING AND NAILING PER SHEAR WALL PLAN 8 CORNER PLAN VIEW S2 SCALE: 1" = 1'-0" 2` Project:Liebreich Residence page Location:gt-2 for loading only MARK STEWART Multi-Loaded Multi-Span Beam t MARK STEWART HOME DESIGN of [2009 International Building Code(2005 NDS)] ` ` $ 8137 SW SENEGA 3.125 IN x 10.5 IN x 9.0 FT - TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use E� Section Adequate By:31.7% StruCalc Version 8.0.101.0 8/18/ 0 0 :17::J 3NE® Controlling Factor:Deflection LOADING DIAGRAM S F P 0 2 2010 DEFLECTIONS Center Live Load 0.23 IN U474 CITY OF TIGARD Dead Load 0.00 in Total Load 0.23 IN L/470BUILDING DIVISION Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 3324 lb 3401 lb Dead Load 32 lb 32 lb TR1 Total Load 3356 lb 3433 lb Bearing Length 1.65 in 1.69 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1.5 Uniform Live Load 200 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 7 plf MATERIAL PROPERTIES Total Uniform Load 207 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2000 lb Fbcmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd—=1.00 Location 6.5 ft Shear Stress: Fv= 265 psi Fd= 265si Cd=1.00 p TRAPEZOIDAL LOADS-CENTER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Number One Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Live Load 450 plf Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Dead Load 0 plf Right Live Load 450 plf Controlling Moment: 8571 ft-lb Right Dead Load 0 plf 5.13 Ft from left support of span 2(Center Span) Load Start 0 ft -Created by combining all dead loads and live loads on span(s)2 Load End 6.5 ft Load Length 6.5 ft Controlling Shear: -3265 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 42.86 in3 57.42 in3 Area(Shear): 18.48 in2 32.81 in2 Moment of Inertia(deflection): 228.85 in4 301.46 in4 Moment: 8571 ft-lb 11484 ft-lb Shear: -3265 lb 5797 lb NOTES Project:Liebreich Residence page Location:gt-3 for loading only ' MARK STEWART Multi-Loaded Multi-Span Beam r MARK STEWART HOME DESIGN ik [2009 International Building Code(2005 NDS)] -4-4'' " Il 8137 SW SENEGA 3.125INx10.5INx8.5FTof --- TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:79.9% StruCalc Version 8.0.101.0 Controlling Factor:Moment 8/18/2010 5:17:35 PM LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN 0766 Dead Load 0.00 in Total Load 0.13 IN L/757 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 t REACTIONS A B Live Load 1659 lb 3541 lb Dead Load 30 lb 30 lb TR1 Total Load 1689 lb 3571 lb Bearing Length 0.83 in 1.76 in BEAM DATA Center Span Length 8.5 ft illiimai Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1.5 Uniform Live Load 200 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 7 plf MATERIAL PROPERTIES Total Uniform Load 207 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2000 lb Fbcmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd-=1.00 Location 6 ft Shear Stress: Fv= 265 psi FV= 265si Cd=1.00 p TRAPEZOIDAL LOADS-CENTER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Number One Live Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 600 plf Left Comp.--to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load 0 plf Rightt LivLoad 600 plf Controlling Moment: 6384 ft-lb Right Dead Load 0 plf 5.95 Ft from left support of span 2(Center Span) Load Start 6 ft "Created by combining all dead loads and live loads on span(s)2 Load End 8.5 ft Controlling Shear: -2885 lb Load Length 2.5 ft At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 31.92 in3 57.42 in3 Area(Shear): 16.33 in2 32.81 in2 Moment of Inertia(deflection): 141.67 in4 301.46 in4 Moment: 6384 ft-lb 11484 ft-lb Shear: -2885 lb 5797 lb NOTES Project:Liebreich Residence page Location:u-6 MARK STEWART / Multi-Loaded Multi-Span Beam 'U' MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] *-4"0. .- m <. 8137 SW SENECA of 5,5 IN x 9.5 IN x 10.5 FT ` - TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:67.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:35 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN U942 Dead Load 0.01 in Total Load 0.14 IN 11901 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1313 lb 1313 lb Dead Load 59 lb 59 lb Total Load 1372 lb 1372 lb Bearing Length 0.40 in 0.40 in BEAM DATA Center Span Length 10.5 ft 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 250 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 261 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi Emin'= 470 ksi Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 3601 ft-lb _5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1180 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 49.39 in3 82.73 in3 Area(Shear): 10.41 in2 52.25 in2 Moment of Inertia(deflection): 150.24 in4 392.96 in4 Moment: 3601 ft-lb 6032 ft-lb Shear: 1180 lb 5922 lb NOTES Project:Liebreich Residence page Location:u-7 MARK STEWART Multi-Loaded Multi-Span Beam , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] a► s 8137 SW SENECA of 5.5 IN x 9.5 IN x 8.5 FT TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:258.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:35 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN L/2536 Dead Load 0.00 in Total Load 0.04 IN L/2381 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 744 lb 744 lb Dead Load 48 lb 48 lb Total Load 792 lb 792 lb Bearing Length 0.23 in 0.23 in W BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 175 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adiusted Total Uniform Load 186 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi FV= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-1-to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 1683 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 649 lb At a distance d from left support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 23.08 in3 82.73 in3 Area(Shear): 5.73 in2 52.25 in2 Moment of Inertia(deflection): 55.79 in4 392.96 in4 Moment: 1683 ft-lb 6032 ft-lb Shear: 649 lb 5922 lb NOTES Project:Liebreich Residence page Location:gt-1 for loading only MARK STEWART Multi-Loaded Multi-Span Beam i yr MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] *1•14/,„,,..--,,,,. 8137 SW SENECA of 4751Nx21.0INx23.0FT ` TUALATIN,OR 97062 24F-V5-Visually Graded Western Species-Dry Use Section Adequate By 4.6% StruCalc Version 8.0.101.0 8/18/2010 5:17:36 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.73 IN 11377 Dead Load 0.02 in Total Load 0.75 IN U366 1 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 15185 lb 12315 lb Dead Load 458 lb 458 lb TR1 Total Load 15643 lb 12773 lb Bearing Length 2.75 in 2.25 in W BEAM DATA Center Span Length 23 ft Unbraced Length-Top 0 ftIiiiiiiii Unbraced Length-Bottom 23 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1.5 Uniform Live Load 200 plf Camber Required 0.03 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 40 plf MATERIAL PROPERTIES Total Uniform Load 240 plf 24F-V5-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 2200 lb 2000 lb Fb_cmpr= 1600 psi Fb'= 2132 psi Dead Load 0 lb 0 lb Cd=1.00 Cv=0.89 Location 17 ft 17 ft Shear Stress: Fv= 215 psi Fd= 215 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Left Live Load 1100 plf Min.Mod.of Elasticity: E_min= 880 ksi E_min'= 880 ksi Left Dead Load 0 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 1100 plf Controlling Moment: 91315 ft-lb Right Dead Load 0 plf 11.73 Ft from left support of span 2(Center Span) Load E0 ft Created by combining all dead loads and live loads on span(s)2 Load End Load 17 ft Controlling Shear: 13486 lb Load Length 17 ft At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 514.04 in3 643.13 in3 Area(Shear): 94.09 in2 183.75 in2 Moment of Inertia(deflection): 6454.88 in4 6752.81 in4 Moment: 91315 ft-lb 114246 ft-lb Shear: 13486 lb 26338 lb NOTES Project:Liebreich Residence page Location:m-1 MARK STEWART Multi-Loaded MultiSpan Beam �, k ,MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ' ► . _. 8137 SW SENEGA or 5.25 IN x 11.875 IN x 16.0 FT _'--- -- TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:67.4% StruCalc Version 8.0.101.0 8/18/2010 5:17:36 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.32 IN U603 Dead Load 0.02 in Total Load 0.33 IN U574 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2275 lb 2275 lb Dead Load 125 lb 125 lb TR1 Total Load 2400 lb 2400 lb Bearing Length 0.61 in 0.61 in w BEAM DATA Center Iiiiii Span Length 16 ft • Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf Base Values Adiusted Total Uniform Load 216 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi FJ= 285 psi Left Live Load 150 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Right Live Load 150 plf Comp.-L to Grain: Fc-1= 750 psi Fc--12= 750 psi Right Dead Load 0 plf Load Start 3.5 ft Controlling Moment: 10780 ft-lb Load End 12.5 ft 8.0 Ft from left support of span 2(Center Span) Load Length 9 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2193 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 44.55 in3 123.39 in3 Area(Shear): 11.54 in2 62.34 in2 Moment of Inertia(deflection): 437.66 in4 732.62 in4 Moment: 10780 ft-lb 29858 ft-lb Shear: 2193 lb 11845 lb NOTES Project:Liebreich Residence page Location:m-3AIL MARK STEWART Multi-Loaded MultiSpan Beam , y MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] M►l- ` , 8137 SW SENECA or / 5,1251Nx10.51Nx2.5FT TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:22.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:36 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U3813 Dead Load 0.00 in Total Load 0.01 IN L/3807 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:11240 REACTIONS A Live Load 7930 lb 5370 lb Dead Load 15 lb 15 lb Total Load 7945 lb 5385 lb Bearing Length 2.38 in 1.62 in W BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 200 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 12 plf MATERIAL PROPERTIES Total Uniform Load 212 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 12800 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd=1.00 Location 1 ft Shear Stress: Fv= 265 psi Fd= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 7839 ft-lb 1.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7759 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 39.19 in3 94.17 in3 Area(Shear): 43.92 in2 53.81 in2 Moment of Inertia(deflection): 46.68 in4 494.4 in4 Moment: 7839 ft-lb 18834 ft-lb Shear: 7759 lb 9507 lb NOTES Project:Liebreich Residence page Location:m-4 MARK STEWART Multi-Loaded Multi-Span Beam , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] .l ►, < 8137 SW SENEGA of 3.5 IN x 11.875 IN x6.75 FT ' -- TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By: 1444.6% StruCalc Version 8.0.101.0 8/18/2010 5:17:36 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U8471 Dead Load 0.00 in Total Load 0.01 IN L/8053 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 675 lb 675 lb Dead Load 35 lb 35 lb Total Load 710 lb 710 lb Bearing Length 0.27 in 0.27 in BEAM DATA Center Span Length 6.75 ft Unbraced Length-Top 0 ft 1/11111 .011 Unbraced Length-Bottom 6.75 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 10 plf Base Values Adjusted Total Uniform Load 210 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fd= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 1198 ft-lb 3.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 511 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 4.95 in3 82.26 in3 Area(Shear): 2.69 in2 41.56 in2 Moment of Inertia(deflection): 20.76 in4 488.41 in4 Moment: 1198 ft-lb 19905 ft-lb Shear: 511 lb 7897 lb NOTES Project:Liebreich Residence page Location:m-5 MARK STEWART Multi-Loaded Multi-Span Beam , «w MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ', y �, 8137 SW SENEGA or 3.5 IN x 11.875 IN x 6.75 FT '_ - TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:479.9% StruCalc Version 8.0.101.0 8/18/2010 5:17:36 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U3080 Dead Load 0.00 in Total Load 0.03 IN U3023 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1856 lb 1856 lb Dead Load 35 lb 35 lb Total Load 1891 lb 1891 lb Bearing Length 0.72 in 0.72 in BEAM DATA Center Span Length 6.75 ft Unbraced Length-Top 0 ft 1111111 Unbraced Length-Bottom 6.75 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 550 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 10 plf Base Values Adjusted Total Uniform Load 560 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fd= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.--to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 3192 ft-lb 3.38 Ft from left support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1362 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 13.19 in3 82.26 in3 Area(Shear): 7.17 in2 41.56 in2 Moment of Inertia(deflection): 57.08 in4 488.41 in4 Moment: 3192 ft-lb 19905 ft-lb Shear: -1362 lb 7897 lb NOTES Project:Liebreich Residence page Location:m-7 MARK STEWART / Multi-Loaded Multi-Span Beam 1, MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] .�.i -. 8137 SW SENEGA of 3.5 IN x 11.875 IN x 4.5 FT TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By. 1085.6% StruCalc Version 8.0.101.0 8/18/2010 5:17:36 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1125 lb 1125 lb Dead Load 23 lb 23 lb Total Load 1148 lb 1148 lb Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 500 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 10 plf Base Values Adjusted Total Uniform Load 510 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fd= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 1292 ft-lb 2.25 Ft from left support of span 2(Center Span) •Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 666 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 5.34 in3 82.26 in3 Area(Shear): 3.51 in2 41.56 in2 Moment of Inertia(deflection): 15.37 in4 488.41 in4 Moment: 1292 ft-lb 19905 ft-lb Shear: 666 lb 7897 lb NOTES. Project:Liebreich Residence page Location:m-8 MARK STEWART Multi-Loaded Multi-Span Beam i t y� MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] '_ fh+: ` ; 8137 SW SENECA of 3,5 IN x 11.875 IN x 4.5 FT ---_ TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:611.6% StruCalc Version 8.0.101.0 8/18/2010 5:17:37 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U6807 Dead Load 0.00 in Total Load 0.01 IN L/6724 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1890 lb 1890 lb Dead Load 23 lb 23 lb Total Load 1913 lb 1913 lb Bearing Length 0.73 in 0.73 in W BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 840 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 10 plf Base Values Adiusted Total Uniform Load 850 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-1-to Grain: Fc- L= 750 psi Fc- = 750 psi Controlling Moment: 2153 ft-lb 2.25 Ft from left support of span 2(Center Span) .Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1110 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 8.9 in3 82.26 in3 Area(Shear): 5.84 in2 41.56 in2 Moment of Inertia(deflection): 25.83 in4 488.41 in4 Moment: 2153 ft-lb 19905 ft-lb Shear: 1110 lb 7897 lb NOTES Project:Liebreich Residence page Location:m-9 MARK STEWART 1. / Multi-Loaded Multi-Span Beam A, MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] "mow,. .. 8137 SW SENEGA of 3,51Nx11.8751Nx4.OFT TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By.792.9% StruCalc Version 8.0.101.0 8/18/2010 5:17:37 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN L/9692 Dead Load 0.00 in Total Load 0.01 IN U9574 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1680 lb 1680 lb Dead Load 21 lb 21 lb Total Load 1701 lb 1701 lb Bearing Length 0.65 in 0.65 in W _, . . . . BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 840 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 10 plf Base Values Adiusted Total Uniform Load 850 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fd= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 1701 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 884 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 7.03 in3 82.26 in3 Area(Shear): 4.65 in2 41.56 in2 Moment of Inertia(deflection): 18.14 in4 488.41 in4 Moment: 1701 ft-lb 19905 ft-lb Shear: 884 lb 7897 lb NOTES Project:Liebreich Residence page Location:m-10 MARK STEWART Multi-Loaded Multi-Span Beam , y . t , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] + ` 8137 SW SENECA or 5,25 IN x 11.875 IN x 3.5 FT TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:3221.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:37 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 175 lb 175 lb Dead Load 377 lb 727 lb TR1 Total Load 552 lb 902 lb Bearing Length 0.14 in 0.23 in BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 100 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 116 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Right Live Load 0 plf Comp. L to Grain: Fc- = 750 psi Fc- = 750 psi Right Dead Load 600 plf Load Start 0 ft Controlling Moment: 645 ft-lb Load End 3.5 ft 1.96 Ft from left support of span 2(Center Span) Load Length 3.5 ft .Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 357 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 2.67 in3 123.39 in3 Area(Shear): 1.88 in2 62.34 in2 Moment of Inertia(deflection): 4.01 in4 732.62 in4 Moment: 645 ft-lb 29858 ft-lb Shear: 357 lb 11845 lb NOTES Project:Liebreich Residence page Location:m-11 _AIL MARK STEWART Multi-Loaded Multi-Span Beam I,.- yr 'U MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] 'yer ,_ 8137 SW SENECA of 5.25 IN x 11.875 IN x 4.5 FT - TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:324.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:37 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN 116953 Dead Load 0.00 in Total Load 0.01 IN 115502 1 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:11240 REACTIONS A B Live Load 3192 lb 2358 lb Dead Load 541 lb 580 lb TR1 Total Load 3732 lb 2938 lb Bearing Length 0.95 in 0.75 in w BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 900 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 916 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 1500 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 1 ft Comp.-1-to Grain: Fc- L= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3906 ft-lb Load Number One 2.03 Ft from left support of span 2(Center Span) Left Live Load 0 plf -Created by combining all dead loads and live loads on span(s)2 Left LLoad 0 plf Controlling Shear: 2791 lb Rightt LivLoad 0 plf Right Dead Load 600 plf At a distance d from left support of span 2(Center Span) Load Start 0 ft _Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft Comparisons with required sections: Rea'd Provided Load Length 3.5 ft Section Modulus: 16.14 in3 123.39 in3 Area(Shear): 14.69 in2 62.34 in2 Moment of Inertia(deflection): 37.93 in4 732.62 in4 Moment: 3906 ft-lb 29858 ft-lb Shear: 2791 lb 11845 lb NOTES Project:Liebreich Residence page Location:m-13 MARK STEWART / Multi-Loaded Multi-Span Beam 1.1;-- 51i rr�"* � MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ` �► '+1. 8137 SW SENEGA of 8.75 IN x 12.0 IN x 15.0 FT '_ - TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:4.4% StruCalc Version 8.0.101.0 8/18/2010 5:17:37 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.48 IN L/376 Dead Load 0.01 in Total Load 0.49 IN L/367 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A B 1 2 Live Load 7325 lb 6925 lb Dead Load 171 lb 171 lb Total Load 7496 lb 7096 lb Bearing Length 1.32 in 1.25 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 750 plf Camber Required 0.01 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 23 plf MATERIAL PROPERTIES Total Uniform Load 773 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 1500 lb 1500 lb Fbcmpr= 1850 psi Fb'= 2353 psi Dead Load 0 lb 0 lb Cd_=1.00 Cv=0.98 Location 2.5 ft 10.5 ft Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.--to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 27009 ft-lb _7.8 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6800 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 137.75 in3 210 in3 Area(Shear): 38.49 in2 105 in2 Moment of Inertia(deflection): 1206.92 in4 1260 in4 Moment: 27009 ft-lb 41175 ft-lb Shear: 6800 lb 18550 lb NOTES Project:Liebreich Residence page Location:m-17 MARK STEWART Multi-Loaded Multi-Span Beam ; MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] •�► 8137 SW SENEGA or 5.25 IN x 11.875 IN x 4.0 FT _- TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By: 1750.2% StruCalc Version 8.0.101.0 8/18/2010 5:17:38 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 31 lb 31 lb Total Load 1231 lb 1231 lb Bearing Length 0.31 in 0.31 in W BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft1111111111111111 Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 600 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 616 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fd= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc- = 750 psi Controlling Moment: 1231 ft-lb 2.0 Ft from left support of span 2(Center Span) •Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 640 lb At a distance d from left support of span 2(Center Span) _Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 5.09 in3 123.39 in3 Area(Shear): 3.37 in2 62.34 in2 Moment of Inertia(deflection): 12.96 in4 732.62 in4 Moment: 1231 ft-lb 29858 ft-lb Shear: 640 lb 11845 lb NOTES Project:Liebreich Residence page Location:m-18 MARK STEWART / Multi-Loaded Multi-Span Beam , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] y.. ! 8137 SW SENECA of 5,25 IN x 11.875 IN x 12.5 FT _"§ - TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By: 196.2% StruCalc Version 8.0.101.0 8/18/2010 5:17:38 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.14 IN L/1066 Dead Load 0.01 in Total Load 0.15 IN 111024 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2424 lb 1932 lb Dead Load 97 lb 97 lb Total Load 2522 lb 2029 lb Bearing Length 0.64 in 0.52 in W BEAM DATA Center Span Length 12.5 ft 1111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 250 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 266 plf Bending Stress: Fb= 2900 psi Fb'= 2904 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi Fd= 285 psi Live Load 1231 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 3.75 ft Comp. L to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 7752 ft-lb 4.88 Ft from left support of span 2(Center Span) .Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2289 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 32.04 in3 123.39 in3 Area(Shear): 12.05 in2 62.34 in2 Moment of Inertia(deflection): 247.35 in4 732.62 in4 Moment: 7752 ft-lb 29858 ft-lb Shear: 2289 lb 11845 lb NOTES Project:Liebreich Residence page Location:m-19 MARK STEWART Multi-Loaded Multi-Span Beam -1, %, MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] '} `_. 8137 SW SENEGA of 5.25 IN x 16.0 IN x 14.0 FT __ --- TUALATIN,OR 97062 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:34.9% StruCalc Version 8.0.101.0 8/18/2010 5:17:38 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.35 IN L/486 Dead Load 0.01 in Total Load 0.35 IN L/479 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2 REACTIONS A B 1 Live Load 8202 lb 10400 lb 4 Dead Load 147 lb 147 lb TR1 Total Load 8349 lb 10547 lb Bearing Length 2.12 in 2.68 in w BEAM DATA Center illliiii Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 750 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 plf Base Values Adjusted Total Uniform Load 771 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=0.96 Load Number One Two Shear Stress: Fv= 285 psi FV= 285 psi Live Load 1231 lb 3571 lb Cd=1.00 Dead Load 0 lb 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 3.75 ft 8.5 ft Comp. L to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 37210 ft-lb Load Number One Live 8.4 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 600 plf Controlling Shear: -8819 lb Right Dead Load 0 plf At a distance d from right support of span 2(Center Span) Load Start 8.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 14 ft Load Length 5.5 ft Comparisons with required sections: Redd Provided Section Modulus: 159.61 in3 224 in3 Area(Shear): 46.42 in2 84 in2 Moment of Inertia(deflection): 1328.41 in4 1792 in4 Moment: 37210 ft-lb 52221 ft-lb Shear: -8819 lb 15960 lb NOTES Project:Liebreich Residence Paye Location:m-23MARK STEWART / Multi-Loaded Multi-Span Beam 9; MARK STEWART HOME DESIGN *-440.0,--.'' 8137 SW SENECA [2009 International Building Code(2005 NDS)] �~*" _ of 5,5 IN x 9.5 IN x 2.5 FT "gam- -- TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:258.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:38 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:[1240 REACTIONS A B 1 Live Load 970 lb 1930 lb Dead Load 14 lb 14 lb Total Load 984 lb 1944 lb Bearing Length 0.29 in 0.57 in w BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 0 ft1111iiiill' Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adiusted Total Uniform Load 211 plf Bending Stress: Fb= 875 psi Fb'= 875 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fd= 170 psi Live Load 2400 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 1.75 ft Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1399 ft-lb -1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1654 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 19.18 in3 82.73 in3 Area(Shear): 14.59 in2 52.25 in2 Moment of Inertia(deflection): 11.6 in4 392.96 in4 Moment: 1399 ft-lb 6032 ft-lb Shear: -1654 lb 5922 lb NOTES Project:Liebreich Residence page Location:unb-1 MARK STEWART / Multi-Loaded Multi-Span Beam 1.. MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] '-1' ' . 8137 SW SENECA 5,125 IN x 18.0 IN x 16.0 FT TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:3.4% StruCalc Version 8.0.101.0 8/18/2010 5:17:38 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.43 IN L/444 Dead Load 0.01 in Total Load 0.44 IN U437 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:11240 REACTIONS A B .1 Live Load 5881 lb 8319 lb Dead Load 160 lb 160 lb Total Load 6041 lb 8479 lb Bearing Length 1.81 in 2.55 in w BEAM DATA Center Span Length 16 ft iiiiiiiiii Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 75 plf Camber Required 0.01 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 20 plf MATERIAL PROPERTIES Total Uniform Load 95 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 13000 lb Fb_cmpr= 1850 psi Fb'= 2368 psi Dead Load 0 lb Cd=1.00 Cv=0.99 •Location 9.5 ft Shear Stress: Fv= 265 psi Fd= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 52796 ft-lb 9.44 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -8342 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 267.53 in3 276.75 in3 Area(Shear): 47.22 in2 92.25 in2 Moment of Inertia(deflection): 2019.96 in4 2490.75 in4 Moment: 52796 ft-lb 54616 ft-lb Shear: -8342 lb 16298 lb NOTES Project:Liebreich Residence page Location:m-14a MARK STEWART STEWART / Multi-Loaded Multi-Span Beam MARK HOME DESIGN [2009 International Building Code(2005 NDS)] ' * ' , , 8137 SW SENECA of 6.75 IN x 18.0 IN x 16.5 FT 'r.7-:7------- TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:9.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:39 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.46 IN L/433 Dead Load 0.01 in Total Load 0.46 IN L/427 i Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 10866 lb 10107 lb Dead Load 217 lb 217 lb Total Load 11084 lb 10325 lb Bearing Length 2.53 in 2.35 in BEAM DATA Center iii Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 650 plf Camber Required 0.01 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 26 plf MATERIAL PROPERTIES Total Uniform Load 676 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 10086 lb Fb_cmpr= 1850 psi Fb'= 2297 psi Dead Load 0 lb Cd=1.00 Cv=0.96 Location 7.5 ft Shear Stress: Fv= 265 psi Fd= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi LeftLeft DeadLive Load 250 plf Comp. L to Grain: Fc- 650 psi Fc-1'= 650 psi Load 0 plf 1= p Right Live Load 400 plf Controlling Moment: 63735 ft-lb Right Dead Load 0 plf 7.59 Ft from left support of span 2(Center Span) Load Start 16 ft -Created by combining all dead loads and live loads on span(s)2 Load End 16.5 ft Load Length 0.5 ft Controlling Shear: 10079 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 333 in3 364.5 in3 Area(Shear): 57.05 in2 121.5 in2 Moment of Inertia(deflection): 2724.42 in4 3280.5 in4 Moment: 63735 ft-lb 69764 ft-lb Shear: 10079 lb 21465 lb NOTES Project:Liebreich Residence page Location:m-14b MARK STEWART / Multi-Loaded Multi-Span Beam •,, w MARK STEWART HOME DESIGN [2009 International Building Code(AISC 13th Ed ASD)] " li� - TUALATIN,OR 97062 8137 SW SENECA HSS 10 x 8 x 1/2 x 18.5 FT /ASTM A500-GR.B-46 of Section Adequate By 42.6% Controlling Factor:Deflection StruCalc Version 8.0.101.0 8/18/2010 5:17:39 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/514 Dead Load 0.02 in Total Load 0.46 IN L/487 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 4704 lb 16431 lb Dead Load 518 lb 518 lb 2 Total Load 5222 lb 16949 lb Bearing Length 0.93 in 1.20 in BEAM DATA Center t. _ Span Length 18.5 ft Unbraced Length-Top 0 ft 11111111.1. Unbraced Length-Bottom 18.5 ft STEEL PROPERTIES HSS 10 x 8 x 1/2-A500-GR.B-46 UNIFORM LOADS Center Uniform Live Load 110 plf Properties: Uniform Dead Load 0 plf Beam Self Weight 56 plf Steel Yield Strength: Fy= 46 ksi Total Uniform Load 166 plf Modulus of Elasticity: E= 29000 ksi Tube Steel Section(X Axis): dx= 10 in POINT LOADS-CENTER SPAN Tube Steel Section(Y Axis): dy= 8 in Load Number One Two Tube Steel Wall Thickness: t= 0.465 in Live Load 12000 lb 7100 lb Area: A= 15.3 in2 Dead Load 0 lb 0 lb Moment of Inertia(X Axis): lx= 214 in4 Location 14 ft 16.5 ft Section Modulus(X Axis): Sx= 42.7 in3 Plastic Section Modulus(X Axis): Zx= 51.9 in3 Plastic Section Modulus(Y Axis): Zy= 44.5 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 14.2 Allowable Flange Buckling Ratio: AFBR= 28.12 Allowable Flange Buckling Ratio non-compact: AFBR_NC= 35.15 _Web Buckling Ratio: WBR= 18.51 Allowable Web Buckling Ratio for Eqn.F7-5: AWBR= 60.76 Nominal Flexural Strength w/Safety Factor: Mn= 119132 ft-lb Controlling Equation: F7-1 Web height to thickness ratio: h/tw= 18.51 lb Limiting height to thickness ratio for eqn. G2-2: h/tw-limit= 56.24 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 147249 Controlling Moment: 56476 ft-lb 13.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -16949 lb 18.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Req'd Provided Moment of Inertia(deflection): 150.02 in4 214 in4 Moment: 56476 ft-lb 119132 ft-lb =Shear: -16949 lb 147249 lb NOTES Project:Liebreich Residence page Location:u-1 MARK STEWART / Multi-Loaded Multi-Span Beam , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ` tom► �,' 8137 SW SENECA of 5.5 IN x 9.5 IN x 15.5 FT __ - TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By.24.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:39 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.38 IN L/488 Dead Load 0.03 in Total Load 0.41 IN L/454 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1163 lb 1163 lb Dead Load 88 lb 88 lb Total Load 1250 lb 1250 lb Bearing Length 0.36 in 0.36 in W BEAM DATA Center Span Length 15.5 ft Unbraced Length-Top 0 ft /1111 Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 150 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 161 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi FV= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 4845 ft-lb .7.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1125 lb At a distance d from right support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 66.44 in3 82.73 in3 Area(Shear): 9.93 in2 52.25 in2 Moment of Inertia(deflection): 289.99 in4 392.96 in4 Moment: 4845 ft-lb 6032 ft-lb Shear: -1125 lb 5922 lb NOTES Project:Liebreich Residence page Location:u-2 MARK STEWART / Multi-Loaded Multi-Span Beam , A , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] } ► � f 8137 SW SENEGA of 5.5 IN x 9.5 IN x 12.0 FT _ = TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:107.7% StruCalc Version 8.0.101.0 8/18/2010 5:17:39 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.14 IN U1051 Dead Load 0.01 in Total Load 0.15 IN L/977 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 900 lb 900 lb Dead Load 68 lb 68 lb Total Load 968 lb 968 lb Bearing Length 0.28 in 0.28 in W BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 150 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 161 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fd= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. L to Grain: Fc-1= 625 psi Fc- L'= 625 psi Controlling Moment: 2904 ft-lb .6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 852 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 39.82 in3 82.73 in3 Area(Shear): 7.52 in2 52.25 in2 Moment of Inertia(deflection): 134.56 in4 392.96 in4 Moment: 2904 ft-lb 6032 ft-lb Shear: 852 lb 5922 lb NOTES Project:Liebreich Residence page Location:u-3 MARK STEWART / Multi-Loaded Multi-Span Beam 1.= MARK STEWART HOME DESIGN "-44...+--I 8137 SW SENECA [2009 International Building Code(2005 NDS)] of 5.5 IN x 9.5 IN x 6.5 FT '-- TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By.608.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:39 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U6615 Dead Load 0.00 in Total Load 0.01 IN 06151 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 488 lb 488 lb Dead Load 37 lb 37 lb Total Load 524 lb 524 lb Bearing Length 0.15 in 0.15 in w BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 150 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 161 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi FV= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 852 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 398 lb At a distance d from left support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 11.68 in3 82.73 in3 Area(Shear): 3.52 in2 52.25 in2 Moment of Inertia(deflection): 21.39 in4 392.96 in4 Moment: 852 ft-lb 6032 ft-lb Shear: 398 lb 5922 lb NOTES Project:Liebreich Residence page Location:u-5 MARK STEWART Multi-Loaded Multi-Span Beam J'e; MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] lig+ 8137 SW SENEGA of 5.5 IN x 9.51N x 7.5 FT e -- TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:306.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:40 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN L/3230 Dead Load 0.00 in Total Load 0.03 IN L/3057 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 750 lb 750 lb Dead Load 42 lb 42 lb Total Load 792 lb 792 lb Bearing Length 0.23 in 0.23 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 211 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fd= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1486 ft-lb .3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -634 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 20.38 in3 82.73 in3 Area(Shear): 5.59 in2 52.25 in2 Moment of Inertia(deflection): 43.8 in4 392.96 in4 Moment: 1486 ft-lb 6032 ft-lb Shear: -634 lb 5922 lb NOTES Project:Liebreich Residence page Location:nu-1 MARK STEWART Multi-Loaded Multi-Span Beam a y 'u MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] W 8137 SW SENEGA or 5.5 IN x 7.5 IN x 5.5 FT TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:298.3% StruCalc Version 8.0.101.0 8/18/2010 5:17:40 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/6436 Dead Load 0.01 in Total Load 0.02 IN 03851 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 229 lb 458 lb Dead Load 162 lb 300 lb Total Load 391 lb 758 lb Bearing Length 0.11 in 0.22 in TR1 BEAM DATA Center Span Length 5.5 ft 111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adjusted Total Uniform Load 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv=' 170 psi FV= 170 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 250 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Dead Load 150 plf Comp.1 to Grain: Fc-1= 625 psi Fc- L'= 625 psi Load Start 0 ft Load End 5.5 ft Controlling Moment: 809 ft-lb Load Length 5.5 ft .3.14 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -524 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 12.95 in3 51.56 in3 Area(Shear): 4.62 in2 41.25 in2 Moment of Inertia(deflection): 12.05 in4 193.36 in4 Moment: 809 ft-lb 3223 ft-lb Shear: -524 lb 4675 lb NOTES Project:Liebreich Residence page Location:nu-2 MARK STEWART Multi-Loaded Multi-Span Beam f f '4 ` 'Uf' MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ° k""Jw 8137 SW SENEGA of !__.----1--- 5,5 IN x 7.5 IN x 2.5 FTTUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By. 173.2% StruCalc Version 8.0.101.0 8/18/2010 5:17:40 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN L/7266 Dead Load 0.00 in Total Load 0.00 IN U6921 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B 1 Live Load 970 lb 970 lb Dead Load 74 lb 74 lb Total Load 1043 lb 1043 lb Bearing Length 0.30 in 0.30 in BEAM DATA Center lilliiiiii Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 100 plf MATERIAL PROPERTIES Uniform Dead Load 50 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adjusted Total Uniform Load 159 plf Bending Stress: Fb= 750 psi Fb'= 750 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fd= 170 psi Live Load 1689 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 1.25 ft Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1180 ft-lb 1.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -944 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 18.88 in3 51.56 in3 Area(Shear): 8.33 in2 41.25 in2 Moment of Inertia(deflection): 9.58 in4 193.36 in4 Moment: 1180 ft-lb 3223 ft-lb Shear: -944 lb 4675 lb NOTES Project:Liebreich Residence page Location:nu-3 MARK STEWART / Multi-Loaded Multi-Span Beam y-, - MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] `�> — >. 8137 SW SENEGA of 5.5 IN x 7.5 IN x 4.5 FT `-= TUALATIN,OR 97062 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:346.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:40 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/8405 Dead Load 0.00 in Total Load 0.01 IN U5180 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 450 lb 338 lb Dead Load 283 lb 208 lb TR1 Total Load 733 lb 545 lb Bearing Length 0.21 in 0.16 in W BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 100 plf MATERIAL PROPERTIES Uniform Dead Load 50 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adjusted Total Uniform Load 159 plf Bending Stress: Fb= 750 psi Fb'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 psi Left Live Load 150 plf Cd=1.00 Left Dead Load 100 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 0 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Dead Load 0 plf Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 625 psi Load Start 0 ft Load End 4.5 ft Controlling Moment: 723 ft-lb Load Length 4.5 ft _2.07 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 503 lb At a distance d from left support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 11.56 in3 51.56 in3 Area(Shear): 4.44 in2 41.25 in2 Moment of Inertia(deflection): 8.96 in4 193.36 in4 Moment: 723 ft-lb 3223 ft-lb Shear: 503 lb 4675 lb NOTES Project:Liebreich Residence page Location:nu-4 MARK STEWART Multi-Loaded Multi-Span Beam I,; MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] 8137 SW SENEGA of 5.5 IN x 7.5 IN x 2.5 FT "A - TUALATIN,OR 97062 #rat-Douglas-Fir-Larch-Dry Use Section Adequate By:155.9% StruCalc Version 8.0.101.0 8/18/2010 5:17:40 PM Controlling Factor:Moment LOADING DIAGRAM bEFLECTIONS Center Live Load 0.00 IN L/6988 Dead Load 0.00 in Total Load 0.00 IN L/6672 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 785 lb 1665 lb Dead Load 74 lb 74 lb Total Load 859 lb 1739 lb Bearing Length 0.25 in 0.51 in BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 100 plf MATERIAL PROPERTIES Uniform Dead Load 50 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adjusted Total Uniform Load 159 plf Bending Stress: Fb= 750 psi Fb'= 750 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fd= 170 psi Live Load 2200 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 1.75 ft Min.Mod.of Elasticity: Emin= 470 ksi E_min'= 470 ksi Comp.1-to Grain: Fc- = 625 psi Fc---'= 625 psi Controlling Moment: 1259 ft-lb 1.75 Ft from left support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1639 lb At a distance d from right support of span 2(Center Span) -Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 20.15 in3 51.56 in3 Area(Shear): 14.46 in2 41.25 in2 Moment of Inertia(deflection): 9.96 in4 193.36 in4 Moment: 1259 ft-lb 3223 ft-lb Shear: -1639 lb 4675 lb NOTES Project:Liebreich Residence page Location:m-24 MARK STEWART Multi-Loaded Multi-Span Beam < MARK STEWART HOME DESIGN / [2009 International Building Code(2005 NDS)] +.Apo—� 8137 SW SENEGA of 5.125 IN x 10.5 IN x 6.5 FT - TUALATIN,OR 97062 74F-V4-Visually Graded Western Species-Dry Use Section Adequate By:39.4% StruCalc Version 8.0.101.0 8/18/2010 5:17:40 PM Controlling Factor:Moment LOADING DIAGRAM bEFLECTIONS Center Live Load 0.10 IN U797 Dead Load 0.00 in Total Load 0.10 IN L/792 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5664 lb 4619 lb Dead Load 38 lb 38 lb TR1 Total Load 5702 lb 4657 lb Bearing Length 1.71 in 1.40 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 0 Uniform Live Load 200 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 12 plf MATERIAL PROPERTIES Total Uniform Load 212 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adiusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 7500 lb 733 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb 0 lb Cd=1.00 Location 2.5 ft 4.5 ft Shear Stress: Fv= 265 psi Fv'= 265si Cd=1.00 p TRAPEZOIDAL LOADS-CENTER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Number One Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Live Load 250 plf Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Left Dead Load 0 plf Right Live Load 250 plf Controlling Moment: 13512 ft-lb Right Dead Load 0 plf 2.53 Ft from left support of span 2(Center Span) Load Start 3.5 ft 'Created by combining all dead loads and live loads on span(s)2 Load End 6.5 ft Load Length 3 ft Controlling Shear: 5523 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 67.56 in3 94.17 in3 Area(Shear): 31.26 in2 53.81 in2 Moment of Inertia(deflection): 223.45 in4 494.4 in4 Moment: 13512 ft-lb 18834 ft-lb Shear: 5523 lb 9507 lb NOTES Project:Liebreich Residence Location:nm-4 page LMARK STEWART Multi-Loaded Multi-Span Beam ,i�y MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] "�i�«+ ' 8137 SW SENEGA 3.5 IN x 11.875 IN x 3.5 FT -_ TUALATIN,OR 97062 of 14.8E-2600F-APA EWS LVL Stress Classes Section Adequate By:668.0% StruCalc Version 8.0.101.0 Controlling Factor:Shear 8/18/2010 5:17:41 PM LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1453 lb 1211 lb Dead Load 371 lb 371 lb Total Load 1824 lb 1582 lb Bearing Length 0.74 in 0.65 in BEAM DATAn Center Span Length 3.5 ft 111111111/11 Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 600 plf MATERIAL PROPERTIES Uniform Dead Load 200 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 12 plf Base Values Adjusted Total Uniform Load 812 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 564 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 1 ft Comp.1 to Grain: Fc---= 700 psi Fc- = 700 psi Controlling Moment: 1541 ft-lb 1.54 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1028 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 7.11 in3 82.26 in3 Area(Shear): 5.41 in2 41.56 in2 Moment of Inertia(deflection): 12.82 in4 488.41 in4 Moment: 1541 ft-lb 17846 ft-lb Shear: 1028 lb 7897 lb NOTES Project:Liebreich Residence page Location:nm-5 MARK STEWART Multi-Loaded Multi-Span Beam .;4,60) MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ` 8137 SW SENEGA of 3.5 IN x 11.875 IN x 20.0 FT(18+2) ' '# TUALATIN,OR 97062 1'.8E-2600F-APA EWS LVL Stress Classes Section Adequate By:145.2% StruCalc Version 8.0.101.0 8/18/2010 5:17:41 PM Controlling Factor:Deflection LOADING DIAGRAM bEFLECTIONS Center Right Live Load 0.15 IN L/1462 0.05 IN L/448 Dead Load 0.08 in -0.03 in Total Load 0.23 IN L/933 -0.08 IN L/294 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 495 lb 1687 lb Dead Load 286 lb 357 lb Total Load 781 lb 2044 lb Bearing Length 0.32 in 0.83 in W BEAM DATA Center Right Span Length 18 ft 2 ft Marc ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 18 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 55 plf 55 plf MATERIAL PROPERTIES Uniform Dead Load 20 plf 20 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 12 plf 12 plf Base Values Adjusted Total Uniform Load 87 plf 87 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi POINT LOADS-RIGHT SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi FV= 285 psi Live Load 968 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 2 ft Comp. L to Grain: Fc- = 700 psi Fc- L'= 700 psi Controlling Moment: 3496 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1057 lb At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Read Provided Section Modulus: 16.12 in3 82.26 in3 Area(Shear): 5.56 in2 41.56 in2 Moment of Inertia(deflection): 199.21 in4 488.41 in4 Moment: 3496 ft-lb 17846 ft-lb Shear: 1057 lb 7897 lb NOTES Project:Liebreich Residence page Location:nm-7 MARK STEWART Multi-Loaded Multi-Span Beam a{ w MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] .7• <- 8137 SW SENECA 3.5 IN x 11.875 IN x 20.0 FT(18+2) $ _ TUALATIN,OR 97062 of 1'.8E-2600F-APA EWS LVL Stress Classes Section Adequate By: 145.2% StruCalc Version 8.0.101.0 8/18/2010 5:17:41 PM Controlling Factor:Deflection LOADING DIAGRAM bEFLECTIONS Center Right Live Load 0.15 IN U1462 -0.05 IN U457 Dead Load 0.08 in -0.03 in Total Load 0.23 IN L/933 -0.08 IN[1294 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 495 Ib 1193 lb Dead Load 286 lb 357 lb Total Load 781 lb 1550 lb Bearing Length 0.32 in 0.63 in w w BEAM DATA Center Right , Span Length 18 ft 2 ft 18ft ft--1 Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 18 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 55 plf 55 plf MATERIAL PROPERTIES Uniform Dead Load 20 plf 20 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 12 plf 12 plf Base Values Adjusted Total Uniform Load 87 plf 87 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi POINT LOADS-RIGHT SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 524 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 2 ft Comp.1 to Grain: Fc--L.= 700 psi Fc-1'= 700 psi Controlling Moment: 3496 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -774 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Recd Provided Section Modulus: 16.12 in3 82.26 in3 Area(Shear): 4.07 in2 41.56 in2 Moment of Inertia(deflection): 199.21 in4 488.41 in4 Moment: 3496 ft-lb 17846 ft-lb Shear: -774 lb 7897 lb NOTES Project:Liebreich Residence page Location:nm-6 MARK STEWART Multi-Loaded Multi-Span Beam 1 i MARK STEWART HOME DESIGN / [2009 International Building Code(2005 NDS)] 'J'y+-a,' 8137 SW SENECA 3.5 IN x 16.0 IN x 14.0 FT " '- TiALATIN,OR 97062 of 1:8E-2600F-APA EWS LVL Stress Classes Section Adequate By:25.5% StruCalc Version 8.0.101.0 8/18/2010 5:17:41 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.32 IN U529 Dead Load 0.09 in Total Load 0.40 IN U415 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 2 Live Load 5743 lb 5057 lb Dead Load 1514 lb 1514 lb Total Load 7257 lb 6571 lb Bearing Length 2.96 in 2.68 in BEAM DATA Center Span Length 14 ft 111111 . Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 600 plf MATERIAL PROPERTIES Uniform Dead Load 200 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 816 plf Bending Stress: Fb= 2600 psi Fb'= 2508 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=0.96 Load Number One Two Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 1200 lb 1200 lb Cd=1.00 Dead Load 0 lb 0 lb Modulus of Elasticity: E= •1800 ksi E'= •1800 ksi Location 2 ft 8 ft Comp.1 to Grain: Fc-1= 700 psi Fc-1'= 700 psi Controlling Moment: 24872 ft-lb 7.42 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6229 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 119 in3 149.33 in3 Area(Shear): 32.78 in2 56 in2 Moment of Inertia(deflection): 813.11 in4 1194.67 in4 Moment: 24872 ft-lb 31213 ft-lb Shear: 6229 lb 10640 lb NOTES Project:Liebreich Residence page Location:m-14 MARK STEWART MSTEWART / ulti-Loaded Multi-Span Beam MARK HOME DESIGN [2009 International Building Code(AISC 13th Ed ASD)] 8137 SW SENEGA or HSS 12 x 8 x 1/2 x 20.5 FT /ASTM A500-GR.B-46 TUALATIN,OR 97062 Section Adequate By: 19.0% Controlling Factor:Deflection StruCalc Version 8.0.101.0 8/18/2010 5:17:41 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.57 IN 0428 Dead Load 0.03 in Total Load 0.60 IN L/410 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 7361 lb 16856 lb ! ; i Dead Load 645 lb 645 lb Total Load 8006 lb 17502 lb TR1 Bearing Length 0.93 in 1.24 in BEAM DATA Center Span Length 20.5 ft Unbraced Length-Top 0 ft 20.5 ft Unbraced Length-Bottom 20.5 ft STEEL PROPERTIES HSS 12 x 8 x 1/2-A500-GR.B-46 UNIFORM LOADS Center Uniform Live Load 110 plf Properties: Uniform Dead Load 0 plf Steel Yield Strength: F = Beam Self Weight 63 plf 46 ksi Modulus of Elasticity: E= 290000 ksi Total Uniform Load 173 plf Tube Steel Section(X Axis): dx= 12 in POINT LOADS-CENTER SPAN Tube Steel Section(Y Abs): dy= 8 in Load Number One Two Tube Steel Wall Thickness: t= 0.465 in Live Load 13000 lb 7500 lb Area: A= 17.2 in2 Dead Load 0 lb 0 lb Moment of Inertia(X Abs): lx= 333 in4 Location 13.5 ft 16 ft Section Modulus(X Axis): Sx= 55.6 in3 TRAPEZOIDAL LOADS-CENTER SPAN Plastic Section Modulus(X Abs): Zx= 68.1 in3 Plastic Section Modulus(Y Axis): Zy= 51.5 in3 Load LiNumber Load One Design Properties Left Dead oa 250 plf 9 p per AISC 13th Edition Steel Manual: Left Load 0 plf Flange Buckling Ratio: FBR= 14.2 Right Live Load 400 plf Allowable Flange Buckling Ratio: AFBR= 28.12 Allowable Flange Buckling Ratio non-compact: AFBR NC= 35.15 Load DeadStartLoad 0 fplf t Web Buckling Ratio: WBR= 22.81 Load nd20.516 ft -Allowable Web Buckling Ratio for Eqn.F7-5: AWBR= 60.76 Load End ft Load Length 4.5 ft Nominal Flexural Strength w/Safety Factor: Mn= 156317 ft-lb Controlling Equation: F7-1 Web height to thickness ratio: h/tw= 22.81 lb Limiting height to thickness ratio for eqn. G2-2: h/tw-limit= 56.24 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 181473 Controlling Moment: 92104 ft-lb 13.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -17502 lb 20.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Redd Provided Moment of Inertia(deflection): 279.83 in4 333 in4 Moment: 92104 ft-lb 156317 ft-lb -Shear: -17502 lb 181473 lb NOTES Project:Liebreich Residence page Location:m-2 MARK STEWART / Multi-Loaded Multi-Span Beam (•, en, MARK STEWART HOME DESIGN [2009 International Building Code(AISC 13th Ed ASD)] "-lit.; �- 8137 SW SENEGA of HSS 12 x 6 x 1/2 x 10.5 FT /ASTM A500-GR.B-46 "- TUALATIN,OR 97062 Section Adequate By:119.5% Controlling Factor:Moment StruCalc Version 8.0.101.0 8/18/2010 5:17:42 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U1021 Dead Load 0.00 in Total Load 0.13 IN L/994 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B 2 Live Load 15628 lb 11230 lb Dead Load 647 lb 390 lb Total Load 16275 lb 11620 lb TR1 Bearing Length 1.15 in 0.93 in W BEAM DATA Center , r Y r Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft STEEL PROPERTIES HSS 12 x 6 x 1/2-A500-GR.B-46 UNIFORM LOADS Center Uniform Live Load 400 plf Properties: Uniform Dead Load 0 plf Steel Yield Strength: F Beam Self Weight 56 plf Y= 46 ksi Total Uniform Load 456 plf Modulus of Elasticity: E= 29000 ksi Tube Steel Section(X Abs): dx= 12 in POINT LOADS-CENTER SPAN Tube Steel Section(Y Abs): dy= 6 in Load Number One Two Three Tube Steel Wall Thickness: t= 0.465 in Live Load 968 lb 17502 lb 1250 lb Area: A= 15.3 in2 Dead Load 0 lb 0 lb 0 lb Moment of Inertia(X Abs): Ix= 271 in4 •Location 2 ft 4.5 •ft 4.6 ft Section Modulus(X Abs): Sx= 45.2 in3 TRAPEZOIDAL LOADS-CENTER SPAN Plastic Section Modulus(X Abs): Zx= 57.4 in3 Plastic Section Modulus(Y Axis): Left LZy= 35.2 in3 Load i NuLoadmber One Two Design Properties per AISC 13th Edition Steel Manual: ea 500 plf 250 plf D Flange Buckling Ratio: FBR= Left Dead Load 100 plf 0 plf 9.9 Right Live Load 500 plf 0 plf Allowable Flange Buckling Ratio: AFBR= 28.12 Right Dead Load 100 plf 0 plf Allowable Flange Buckling Ratio non-compact: AFBR_NC= 35.15 Web Buckling Ratio: WBR= 22.81 Load Start0 ft 10 ft Load Enndd -Allowable Web Buckling Ratio for Eqn.F7-5: AWBR= 60.76 4.5 ft .5 ft Load Length 4.5 ft 5. Nominal Flexural Strength w/Safety Factor: Mn= 131757 ft-lb 5 ft Controlling Equation: F7-1 Web height to thickness ratio: h/tw= 22.81 lb Limiting height to thickness ratio for eqn. G2-2: h/tw-limit= 56.24 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 181473 Controlling Moment: 60023 ft-lb 4.51 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 16275 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Req'd Provided Moment of Inertia(deflection): 95.6 in4 271 in4 Moment: 60023 ft-lb 131757 ft-lb Shear: 16275 lb 181473 lb NOTES Project:Liebreich Residence page Location:m-15 MARK STEWART Multi-Loaded Multi-Span Beam i, y MARK STEWART HOME DESIGN [2009 International Building Code(AISC 13th Ed ASD)] ,',L► 8137 SW SENECA HSS 12 x 6 x 5/8 x 20.0 FT(18+2)/ASTM A500-GR.B-46 `- `` TUALATIN,OR 97062 of Section Adequate By: 14.1% Controlling Factor:Deflection StruCalc Version 8.0.101.0 8/18/2010 5:17:42 PM DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.27 IN L/805 -0.12 IN L/205 Dead Load 0.02 in -0.01 in Total Load 0.29 IN U758 -0.12 IN U196 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 4889 lb 20350 lb 1 Dead Load 608 lb 760 lb Total Load 5497 lb 21110 lb TRt TR1 Bearing Length 1.16 in 1.20 in BEAM DATA Center Right , w W Span Length 18 ft 2 ft . _ . __ :y Unbraced Length-Top 0 ft 0 ft 18 ft rc Unbraced Length-Bottom 18 ft 2 ft STEEL PROPERTIES HSS 12 x 6 x 5/8-A500-GR.B-46 UNIFORM LOADS Center Right Uniform Live Load 150 plf 150 plf Properties: Uniform Dead Load 0 plf 0 plf Steel Yield Strength: F Beam Self Weight 68 plf 68 plf Y= 46 ksi Total Uniform Load 218 plf 218 plf Modulus of Elasticity: E= 29000 ksi Tube Steel Section(X Axis): dx= 12 in POINT LOADS-CENTER SPAN Tube Steel Section(Y Axis): dy= 6 in Load Number One Two Tube Steel Wall Thickness: t= 0.581 in Live Load 7500 lb 12000 lb Area: A= 18.7 in2 Dead Load 0 lb 0 lb Moment of Inertia(X Axis): Ix= 321 in4 Location 16 ft 14 ft Section Modulus(X Axis): Sx= 53.4 in3 RIGHT SPAN Plastic Section Modulus(X Axis): Zx= 68.8 in3 Load Number One Plastic Section Modulus(Y Axis): Zy= 42.1 in3 Live Load 1250 lb Design Properties per AISC 13th Edition Steel Manual: Dead Load 0 lb Flange Buckling Ratio: FBR= 7.33 Location 2 ft Allowable Flange Buckling Ratio: AFBR= 28.12 TRAPEZOIDAL LOADS-CENTER SPAN Allowable Flange Buckling Ratio non-compact: AFBR_NC= 35.15 Web Buckling Ratio: WBR= 17.65 Load iNumberLaOne Left -Allowable Web Buckling Ratio for Eqn. F7-5: AWBR= 60.76 ea Ld 350 plf D Nominal Flexural Strength w/Safety Factor: Mn= 157924 ft-lb Left Dead Load 0 plf Right Live Load 350 plf Controlling Equation: F7-1 Web height to thickness ratio: Right Dead Load 0 plf h/tw= 17.65 lb Load Start 16 ft Limiting height to thickness ratio for eqn. G2-2: h/tw-limit= 56.24 Cv Factor: Load End 18 ft Cv= 1 Load Length 2 ft Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= RIGHT SPAN 219303 Load Number One Left Live Load 300 plf Controlling Moment: Left Dead Load 0 plf 55210 ft-Ib Right Live Load 300 plf 13.86 Ft from left support of span 2(Center Span) RigCreated by combining all dead loads and live loads on span(s)2 Start 0 ftplf dt Dead Load 0 ft Controlling Shear: -18823 lb Load At right support of span 2(Center Span) Load End 2 ft Created by combining all dead loads and live loads on span(s Load Length 2 ft Comparisons with required sections: Req'd Provided Moment of Inertia(deflection): 281.38 in4 321 in4 Moment: 55210 ft-lb 157924 ft-lb Shear: -18823 lb 219303 lb NOTES Project:Liebreich Residence page Location:m-16 MARK STEWART / Multi-Loaded Multi-Span Beam l'- MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] *-110.---, 8137 SW SENEGA of 5.125 IN x 12.0 IN x 3.5 FT — TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:30.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:42 PM Controlling Factor:Shear LOADING DIAGRAM _DEFLECTIONS Center Live Load 0.01 IN U3195 Dead Load 0.00 in Total Load 0.01 IN U3187 i Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4925 lb 19925 lb Dead Load 23 lb 23 lb TR1 Total Load 4948 lb 19948 lb Bearing Length 1.49 in 5.99 in w BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 900 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 913 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adiusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 21000 lb Fbcmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd—=1.00 Location 3 ft Shear Stress: Fv= 265 psi Fd= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left DeadLive Load 200 plf Comp.1 to Grain: Fc- 650 psi Fc-1'= 650psi Left Load 0 plf 1= Right Live Load 200 plf Controlling Moment: 9794 ft-lb Right Dead Load 0 plf 2.98 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft Controlling Shear: -8357 lb Load Length 3.5 ft At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 48.97 in3 123 in3 Area(Shear): 47.31 in2 61.5 in2 Moment of Inertia(deflection): 83.16 in4 738 in4 Moment: 9794 ft-lb 24600 ft-lb Shear: -8357 lb 10865 lb NOTES Project:Liebreich Residence page Location:m-22 MARK STEWART Multi-Loaded Multi-Span Beam g yr MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] " " + „' _. 8137 SW SENEGA of 10.75 IN x 19.5 IN x 23.5 FT - TUALATIN,OR 97062 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:32.8% StruCalc Version 8.0.101.0 8/18/2010 5:17:42 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.59 IN 11478 Dead Load 0.03 in Total Load 0.62 IN 11458 1 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:L/240 4 REACTIONS A B 3 1 8 j Live Load 14735 lb 9675 lb Dead Load 534 lb 534 lb TR1 TR2 Total Load 15269 lb 10209 lb Bearing Length 2.19 in 1.46 in W BEAM DATA Center lilliiil Span Length 23.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 23.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 200 plf Camber Required 0.03 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 45 plf MATERIAL PROPERTIES Total Uniform Load 245 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adiusted Load Number One Two Three Four Bending Stress: Fb= 2400 psi Controlled by: Live Load 8349 lb 1043 lb 1043 lb 5000 lb Fb_cmpr= 1850 psi Fb'= 2099 psi Dead Load 0 lb 0 lb 0 lb 0 lb Cd=1.00 Cv=0.87 Location 3.5 ft 2 ft 4.5 ft 12.5 ft Shear Stress: Fv= 265 psi Fd= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 250 plf 350 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.1 to Grain: Fc-±= 650 psi Fc-1'= 650 psi Right Live Load 250 plf 350 plf Controlling Moment: 76420 ft-Ib Right Dead Load 0 plf 0 plf 12.45 Ft from left support of span 2(Center Span) Load Start 10 ft 14.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 14.5 ft 23.5 ft Load Length 4.5 ft 9 ft Controlling Shear: 14923 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 436.83 in3 681.28 in3 Area(Shear): 84.47 in2 209.63 in2 Moment of Inertia(deflection): 5003.24 in4 6642.49 in4 Moment: 76420 ft-lb 119183 ft-lb Shear: 14923 lb 37034 lb NOTES Project:Liebreich Residence page Location:m-20 CMARK STEWART / Multi-Loaded Multi-Span Beam ' MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] it+,-' 8137 SW SENEGA of 5.125 IN x 12.0 IN x 9.5 FT 'Pr=- TUALATIN,OR 97062 44F-V4-Visually Graded Western Species-Dry Use Section Adequate By:402.4% StruCalc Version 8.0.101.0 8/18/2010 5:17:42 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.06 IN L/1950 Dead Load 0.00 in Total Load 0.06 IN L/1891 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1684 lb 2397 lb Dead Load 63 lb 63 lb Total Load 1747 lb 2460 lb Bearing Length 0.52 in 0.74 in W BEAM DATA Center Span Length 9.5 ft 1/111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 300 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 313 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 1231 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd=1.00 Location 7.5 ft Shear Stress: Fv= 265 psi FV= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 4873 ft-lb 5.61 Ft from left support of span 2(Center Span) _Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2163 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 24.36 in3 123 in3 Area(Shear): 12.24 in2 61.5 in2 Moment of Inertia(deflection): 136.26 in4 738 in4 Moment: 4873 ft-lb 24600 ft-lb Shear: -2163 lb 10865 lb NOTES Project:Liebreich Residence page Location:c-3 MARK STEWART Column ; "~' MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] . . ' 8137 SW SENECA or 5.25 IN x 7.25 IN x 11 FT 4 TUALATIN,OR 97062 1:5E-2250F-APA EWS LVL Stress Classes Section Adequate By 13.2% StruCalc Version 8.0.101.0 8/18/2010 5:17:43 PM LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 20000 lb Dead Load: Vert-DL-Rxn= 10122 lb Total Load: Vert-TL-Rxn= 30122 lb COLUMN DATA B Total Column Length: 11 ft Unbraced Length(X-Axis)Ly: 11 ft Unbraced Length(Y-Axis)Ly: 11 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.5E-2250F-APA EWS LVL Stress Classes Base Values Adjusted Compressive Stress: Fc= 1950 psi Fc'= 912 psi Cd=1.00 Cp=0.47 li ft Bending Stress(X-X Axis): Fbx= 2250 psi Fbx'= 2396 psi Cd=1.00 CF=1.07 Bending Stress(Y-Y Axis): Fby= 2250 psi Fby'= 2396 psi Cd=1.00 CF=1.07 Modulus of Elasticity: E= 1500 ksi E'= 1500 ksi Column Section(X-X Axis): dx= 7.25 in Column Section(Y-Y Axis): dy= 5.25 in Area: A= 38.06 in2 Section Modulus(X-X Axis): Sx= 45.99 in3 Section Modulus(Y-Y Axis): Sy= 33.3 in3 Slenderness Ratio: Lex/dx= 18.21 A Ley/dy= 25.14 AXIAL LOADING Bolumn Calculations(Controlling Case Only): Live Load: PL= 20000 lb Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 10000 lb Actual Compressive Stress: Fc= 791 psi Column Self Weight: CSW= 122 lb Allowable Compressive Stress: Fc'= 912 psi Total Load: PT= 30122 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2396 psi Bending Stress Lateral Loads Only(Y-Y A)ds): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2396 psi Combined Stress Factor: CSF= 0.87 NOTES Project:Liebreich Residence page Location:m-6 MARK STEWART Multi-Loaded Multi-Span Beam (..,,Ait. MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ' ` lrr--„ . 8137 SW SENECA of 3.5 IN x 16.0 IN x 10.5 FT 'e`"------ TUALATIN,OR 97062 2:0 Rigidlam LVL-Roseburg Forest Products Section Adequate By. 146.6% StruCalc Version 8.0.101.0 8/18/2010 5:17:43 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.10 IN U1312 Dead Load 0.02 in Total Load 0.12 IN U1072 1 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4250 lb 4180 lb • Dead Load 683 lb 1064 lb TR1 Total Load 4933 lb 5244 lb Bearing Length 1.88 in 2.00 in BEAM DATA Center - Span Length 10.5 ft 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 480 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 14 plf Base Values Adjusted Total Uniform Load 494 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=0.96 Load Number One Shear Stress: Fv= 285 psi Fv= 285 psi Live Load 1150 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 2.5 ft Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 14119 ft-lb Load Number One 5.14 Ft from left support of span 2(Center Span) Left Live Load 280 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 200 plf dontrolling Shear: 4310 lb Right Live Load 280 plf Right Dead Load 200 plf At a distance d from left support of span 2(Center Span) Load Start 2.5 ft Created by combining all dead loads and live loads on span(s)2 - Load End 10.5 ft Comparisons with required sections: Rea'd Provided Load Length 8 ft Section Modulus: 60.56 in3 149.33 in3 Area(Shear): 22.68 in2 56 in2 Moment of Inertia(deflection): 327.77 in4 1194.67 in4 Moment: 14119 ft-lb 34814 ft-lb Shear: 4310 lb 10640 lb NOTES Project:Liebreich Residence page Location:m-21 MARK STEWART Multi-Loaded Multi-Span Beam i`,,z MARK STEWART HOME DESIGN v. [2009 International Building Code(2005 NDS)] -` � ` 8137 SW SENEGA 5.125 IN x 12.0 IN x 9.5 FT TUALATIN,OR 97062 of 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:1349.1% StruCalc Version 8.0.101.0 8/18/2010 5:17:43 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN 06218 Dead Load 0.00 in Total Load 0.02 IN L/5652 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 439 lb 561 lb Dead Load 63 lb 63 lb Total Load 502 lb 625 lb Bearing Length 0.15 in 0.19 in TR1 BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft ilIlli Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 13 plf 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 0 plf Fb_cmpr= 1850 psi Fb'= 2400 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 250 plf Shear Stress: Fv= 265 psi FJ= 265 psi Right Dead Load 0 plf Cd=1.00 Load Start 0 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load End 8 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 8 ft Comp. L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Controlling Moment: 1698 ft-lb 5.22 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -612 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Raced Provided Section Modulus: 8.49 in3 123 in3 Area(Shear): 3.46 in2 61.5 in2 Moment of Inertia(deflection): 42.73 in4 738 in4 Moment: 1698 ft-lb 24600 ft-lb Shear: -612 lb 10865 lb NOTES Project:Liebreich Residence page Location:m-12 MARK STEWART Multi-Loaded Multi-Span Beam , MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] w It.-- 8137 SW SENECA of '4' _ : TUALATIN,OR 97062 10.75 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:10.1% StruCalc Version 8.0.101.0 8/18/2010 5:17:43 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.48 IN L/396 Dead Load 0.01 in Total Load 0.50 IN L/385 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 2 3 REACTIONS A B I Live Load 9475 lb 7257 lb Dead Load 224 lb 224 lb TR1 TR2 Total Load 9698 lb 7481 lb Bearing Length 1.39 in 1.07 in w BEAM DATA Center 1111111 Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 400 plf Camber Required 0.01 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 28 plf MATERIAL PROPERTIES Total Uniform Load 428 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Three Bending Stress: Fb= 2400 psi Controlled by: Live Load 1372 lb 3352 lb 3433 lb Fb_cmpr= 1850 psi Fb'= 2290 psi Dead Load 0 lb 0 lb 0 lb Cd=1.00 Cv=0.95 Location 1 ft 3.5 ft 12.5 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 500 plf 250 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.1 to Grain: Fc--L= 650 psi Fc-1'= 650 psi Right Live Load 500 plf 0 plf Right Dead Load 0 plf 0 plf Controlling Moment: 28309 ft-lb Load Start 0 ft 12.6 ft 7.52 Ft from left support of span 2(Center Span) Load End 3.5 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 3.4 ft Controlling Shear: 8808 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 148.34 in3 258 in3 Area(Shear): 49.85 in2 129 in2 Moment of Inertia(deflection): 1405.68 in4 1548 in4 Moment: 28309 ft-lb 49237 ft-lb Shear: 8808 lb 22790 lb NOTES Project:Liebreich Residence page Location:rnbm-3 MARK MARK STSTEEWARTWART / Multi-Loaded Multi-Span Beam HOME DESIGN [2009 International Building Code(2005 NDS)] " a.:-.:70_ 8137 SW SENEGA of 5.25 IN x 11.875 IN x 4.5 FT TUALATIN,OR 97062 1!8E-2600F-APA EWS LVL Stress Classes Section Adequate By: 1009.4% StruCalc Version 8.0.101.0 8/18/2010 5:17:43 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/9649 Dead Load 0.00 in Total Load 0.01 IN L/9435 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L1240 REACTIONS A_ Live Load 1800 lb 1800 lb Dead Load 41 lb 41 lb Total Load 1841 lb 1841 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center Span Length 4.5 ft 1111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 800 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 18 plf Base Values Adjusted Total Uniform Load 818 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fd= 285 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 700 psi Fc- = 700 psi Controlling Moment: 2071 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1068 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Raced Provided Section Modulus: 9.55 in3 123.39 in3 Area(Shear): 5.62 in2 62.34 in2 Moment of Inertia(deflection): 27.33 in4 732.62 in4 Moment: 2071 ft-lb 26769 ft-lb Shear: 1068 lb 11845 lb NOTES Project:Liebreich Residence page Location:rnbm-2 MARK STEWART Multi-Loaded Multi-Span Beam � MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] ,. 8137 SW SENECA of 5.25 IN x 11.875 IN x 8.5 FT - - TUALATIN,OR 97062 1.8E-2600F-APA EWS LVL Stress Classes Section Adequate By.165.0% StruCalc Version 8.0.101.0 8/18/2010 5:17:44 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.10 IN L/1046 Dead Load 0.00 in Total Load 0.10 IN L/1029 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 3988 lb 4812 lb Dead Load 77 lb 77 lb Total Load 4066 lb 4889 lb Bearing Length 1.11 in 1.33 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 800 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 18 plf Base Values Adjusted Total Uniform Load 818 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=9.00 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 2000 lb Cd=9.00 Dead Load 0 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 6 ft Comp.1 to Grain: Fc-1= 700 psi Fc- = 700 psi Controlling Moment: 10100 ft-lb 4.93 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4124 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 46.55 in3 123.39 in3 Area(Shear): 21.71 in2 62.34 in2 Moment of Inertia(deflection): 252.09 in4 732.62 in4 Moment: 10100 ft-lb 26769 ft-lb Shear: -4124 lb 11845 lb NOTES Project:Liebreich Residence page Location:rnbm-1 MARK STEWART Multi-Loaded Multi-Span Beam ,. MARK STEWART HOME DESIGN [2009 International Building Code(2005 NDS)] '' ` 8137 SW SENECA of 5.25 IN x 11.875 IN x 9.5 FTS - TUALATIN,OR 97062 188E-2600F-APA EWS LVL Stress Classes Section Adequate By: 11.6% StruCalc Version 8.0.101.0 8/18/2010 5:17:44 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.26 IN 11432 Dead Load 0.01 in Total Load 0.27 IN U418 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:L/240 s 2 REACTIONS A B Live Load 6321 lb 7643 lb4 / Dead Load 181 lb 592 lb TR1 Total Load 6502 lb 8234 lb Bearing Length 1.77 in 2.24 in W BEAM DATA Center illilliw Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 450 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.8E-2600F-APA EWS LVL Stress Classes Beam Self Weight 18 plf Base Values Adjusted Total Uniform Load 468 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Two Three Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 900 lb 3000 lb 4889 lb Cd=1.00 Dead Load 0 lb 0 lb 0 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 4 ft 6.5 ft 4.5 ft Comp.-L to Grain: Fc-1= 700 psi Fc-1'= 700 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 23986 ft-lb Load Number One 4.56 Ft from left support of span 2(Center Span) Left Live Load 300 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 200 plf Right Live Load 300 plf Controlling Shear: -7315 lb plf At a distance d from right support of span 2(Center Span) L Load End9.5 ft oat Dead Load 2 9..5 ft 5t f Created by combining all dead loads and live loads on span(s)2 LStart - Comparisons with required sections: Rea'd Provided Load Length 3 ft Section Modulus: 110.56 in3 123.39 in3 Area(Shear): 38.5 in2 62.34 in2 Moment of Inertia(deflection): 610.27 in4 732.62 in4 Moment: 23986 ft-lb 26769 ft-lb Shear: -7315 lb 11845 lb NOTES 1 HUTITIG® BUILDING PRODUCTS '" 125 1-.. UPPER FLOOR Customer information Job information Company: MILWAUKIE LUMBER CO. JobInfo : LIEBREICH RESIDENCE Name : FRANK HEMER Project : 008145 Address: 10998 SE 21ST AVE. City : State: Zip: City: MILWAUKIE State: OR Zip: 97222 Date : 09/01/2010 Phone : (503)654-5417 Quote Expiration Date : Fax : (503)654-5410 Quote Creator:APH I-Joists Series Depth Length Qty Total Ft 11-7/8" LPI 18 11 7/8" 28'-0" 12 336 11-7/8" LPI 18 11 7/8" 20'-0" 4 80 11-7/8" LPI 18 11 7/8" 17'-0" 5 85 11-7/8" LPI 18 11 7/8" 16'-0" 3 48 11-7/8" LPI 18 11 7/8" 9'-0" 9 81 11-7/8" LPI 18 11 7/8" 7'-0" 8 56 11-7/8" LPI 18 11 7/8" 4'-0" 13 52 SubTotal: 11-7/8"LPI 18(ft) 738 11-7/8"LPI 36 11 7/8" 23'-0" 3 69 11-7/8"LPI 36 11 7/8" 22'-0" 1 22 11-7/8" LPI 36 11 7/8" 21'-0" 25 525 11-7/8" LPI 36 11 7/8" 20'-0" 9 180 11-7/8" LPI 36 11 7/8" 19'-0" 1 19 • 11-7/8" LPI 36 11 7/8" 18'-0" 1 18 11-7/8" LPI 36 11 7/8" 17'-0" 1 17 11-7/8"LPI 36 11 7/8" 16'-0" 15 240 SubTotal: 11-7/8"LPI 36(ft) 1,090 11-7/8" LPI 18(Blocking) 11 7/8" 47'-0" 1 47 SubTotal: 11-7/8"LPI 18(ft) 47 Totals 1,875 LP-LVL Description Depth Length Qty Total Ft 3-1/2x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 21'-0" 2 42 3-1/2x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 8'-0" 3 24 3-1/2x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 5'-0" 2 10 3-1/2x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 4'-0" 1 4 SubTotal: 3-1/2x11-7/8 LP-LVL 80 3-1/2x16 LP-LVL 2950Fb-2.0E 16" 16'-0" 1 16 3-1/2x16 LP-LVL 2950Fb-2.0E 16" 11-0" 1 11 SubTotal: 3-1/2x16 LP-LVL 27 5-1/4x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 17'-0" 1 17 5-1/4x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 11'-0" 1 11 5-1/4x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 9'-0" 1 9 5-1/4x11-7/8 LP-LVL 2950Fb-2.0E 11 7/8" 5'-0" 3 15 SubTotal: 5-1/4x11-7/8 LP-LVL 52 Totals 159 LP-LSL Description Depth Length Qty Total Ft ' 1-3/4x11-7/8 LP-LSL 1.55E 11 7/8" 6'-0" 2 12 1-3/4x11-7/8 LP-LSL 1.55E 11 7/8" 4'-0" 3 12 SubTotal: 1-3/4x11-7/8 LSL 1.55E(ft) 24 Totals 24 GluLams and Dimension Lumber Grade/Layup Depth Length Qty Total Ft 10-3/4x11-7/8 DF_24F-V4 12" 17'-0" 1 17 SPECIAL ORDER SubTotal: 10-3/4x12 DF_24F-V4(ft) 17 10-3/4x19-1/2 DF_24F-V4 19 1/2" 24'-0" 1 24 SPECIAL ORDER Total: 10-3/4x19-1/2 DF_24F-V4(ft) 24 5-1/2x10-1/2 DF_24F-V4 10 1/2" 7'-0" 1 7 SubTotal: 5-1/2x10-1/2 DF_24F-V4(ft) 7 5-1/2x11-7/8 DF_24F-V4 11 7/8" 15'-0" 1 15 5-1/2x11-7/8 DF_24F-V4 11 7/8" 10'-0" 2 20 SubTotal: 5-1/2x11-7/8 DF_24F-V4(ft) 35 5-1/2x16 DF_24F-V4 16" 14'-0" 1 14 SubTotal: 5-1/2x16 DF_24F-V4(ft) 14 8-3/4x11-7/8 DF_24F-V4 11 7/8" 16'-0" 1 16 SPECIAL ORDER SubTotal: 8-3/4x11-7/8 DF_24F-V4(ft) 16 Totals 113 OSB, LSL and LVL Rim Description Depth Length Qty Total Ft 1x11-7/8 LP-OSB Rim 11 7/8" 16'-0 11 176 Totals 176 Sheathing - Description Depth Length Qty Total Ft 23/32 Top-Notch 350 4x8 69 Totals 69 Connector Description Depth Length Qty Total Ft HGLS9 H=11.875 2 SPECIAL ORDER HGLTV6 H=16 1 SPECIAL ORDER HGUS412 1 HU410 1 HU610 2 HUCQ1.81/9-SDS 1 ITS1.81/11.88 6 ITS2.37/11.88 58 ITS2.56/11.88 82 IUS2.56/11.88 6 Totals 160 • KeyBeam®4.506a HUTTIG#008145 lcmBeamEngine 4508d 9-1-1 O Materials Database 1166 7:49am loft Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor (J1)JOIST Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/ IRC Dead Load: 15 PSF Deflection Criteria: L/600 live, L/360 total Live Load: 40 PSF Deck Connection: Glued &Nailed Filename: KYB1 Joist Design Includes CCMC Vibration Check Subfloor:3/4"OSB Ceiling: 1/2"gypsum Blocking:(See Requirements Below) 7 3 0 510 0 6 4 0 8 612 0 27 11 12 ® Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 2.000" 1.500" 224# -- 2 7' 1.875" Wall 3.500" 3.500" 601# -- 3 12'11.875" Wall 3.500" 3.500" 469# -- 4 19' 3.875" Wall 3.500" 3.500" 685# -- 5 27' 9.500" Wall 2.000" 1.500" 262# -- Maximum Load Case Reactions Used forapplying point loads(or line loads)to cartying members Dead Live 1 57#(43p1f) 167#(125plf) 2 156#(117p1f) 445#(334p1f) 3 93#(70p11) 376#(282p1f) 4 181#(136p1f) 503#(378p1f) 5 68#(51p1f) 194#(145p1f) Design spans 7' 1.875" 5'10.000" 6' 4.000" 8' 5.625" Product:11 7/8"LPI 18 16.0"O.C. Component Member Design has Passed Design Checks.** Blocking:(None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 468.'# 3100.'# 15% 24.4' Even Spans D+L Negative Moment 528.'# 3100.'# 17% 19.32' Adjacent 3 D+L Shear 373.# 1225.# 30% 19.32' Adjacent D+L End Reaction 262.# 903.# 29% 27.79' Even Spans D+L hit.Reaction 685.# 2005.# 34% 19.32' Adjacent 3 D+L TL Deflection 0.0250" 0.2823" L/999+ 23.98' Even Spans D+L LL Deflection 0.0191" 0.1694" L/999+ 23.98' Even Spans L Vibration 0.0068" 0.0787" 8% Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names aetrademarks of their respectiveownem Hum g BuildingProducts-APH 'Copyright(C)1 g8&2005 by Keymerk Enteryrises,LLC.ALL RIGHTS RESERVED. This Calc conforms to ORS2005, "Passing is defined as when the member,fioorjoist,beam orgirder,shown on this drawing meets applicable design cdteda for Loads,Loading Conditions,and Spans NDS2001 and 20050RSC listed on this sheet.The design must be reviewed bye qualified designer or design professional as requirad forapproval.This design assumes product installation account to the manufacturers s•-cifications. • KeyBeam®4.506a HUTTIG#008145 9-1-10 IanBeamFngine 4.508d Materials Database 1166 7:50am toff Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor - (J3)JOIST Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/ IRC Dead Load: 15 PSF Deflection Criteria: L/600 live, L/360 total Live Load: 40 PSF Deck Connection: Glued &Nailed Filename: KYB2 Joist Design Includes CCMC Vibration Check Subfloor.3/4"OSB Ceiling: 1/2"gypsum Blocking:(See Requirements Below) 16 6 10 16 6 10 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 2.000" 1.500" 600# -- 2 16' 4.375" Wall 2.000" 1.500" 600# -- Maximum Load Case Reactions Used forapplying point loads(or line loads)to carrying members Dead Live 1 164#(123p1f) 436#(327p1f) 2 164#(123p1f) 436#(327p1f) Design spans 16' 4.375" Product:11 7/8"LPI 18 16.0"O.C. Component Member Design has Passed Design Checks.'* Blocking:(None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2455.'# 3100.1t 79% 8.18' Total load D+L Shear 600.# 1225.# 48% 0' Total load D+L End Reaction 600.# 903.# 66% 0' Total load D+L TL Deflection 0.4293" 0.5455" L/457 8.18' Total load D+L LL Deflection 0.3122" 0.3273" L/628 8.18' Total load L Vibration 0.0316" 0.0394" 79% Control: LL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarks of their respective owners Huttig Building Products-APH �prrarateetu •pyright(C)198&2005 byKeymarkEnterprises,LLC.ALLRIGHTSRESERVED. This calc conforms to ORS2005, "Passing is defined as when the member,floorjoist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans NDS2001 and 2005ORSC listed on this sheet.The design must be reviewed bya qualified designer ordesign professional as required for approval.This design assumes product installation according to the manufacturers specifications. z t ICeyBeam®4.506a HUTTIG#008145 9-1-10 ImtBeamFngine 4.508d Materials Database 1166 7:52am 1of1 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor - (J10)JOIST Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/ IRC Dead Load: 15 PSF Deflection Criteria: L/600 live, L/360 total Live Load: 40 PSF Deck Connection: Glued &Nailed Filename: KYB3 Joist Design Includes CCMC Vibration Check Subfloor:3/4"OSB Ceiling: 1/2"gypsum Blocking:(See Requirements Below) 2058 2058 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 2.500" 1.750" 551# 2 20' 0.250" Wall 4.500" 1.750" 551# -- Maximum Load Case Reactions Used forapplying point loads(or line loads)to cenytng members Dead Live 1 150#(150p1f) 400#(400plf) 2 150#(150plf) 400#(400plf) Design s 20pans' 0.250" Product:11 7/8"LPI-36 12.0"O.C. Component Member Design has Passed Design Checks** Blocking:(None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2756.'# 6445.' 42% 10.01' Total load D+L Shear 551.# 1615.# 34% 0' Total load D+L End Reaction 551.# 1200.# 45% 0' Total load D+L TL Deflection 0.4604" 0.6674" L/521 10.01' Total load D+L LL Deflection 0.3349" 0.4004" L/717 10.01' Total load L Vibration 0.0295" 0.0323" 91% Control: Vibration DOLs: Live=100% Snow=115% Roof=125% Wind=160%p ` ray fir. All product names are trademarks oftheir respectiveowners Huttig Building Products-APH `� 'y erewur •pydgM(C)1 g89-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. This calc conforms to ORS2005, "Passing is defined as when the member,floorjoist,beam orgirder,shown on this drawing meets applicable design cd[eria for Loads,Loading Conditions,and Spans NDS2001 and 2005ORSC listed on this sheet.The design count be reviewed bye qualified designerordesign professional as required forepproval.This design assumes product installation according to the manufacturers specifications.