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Specifications (2) • r_. Y INDEX OF CALCULATIONS: PAGES DATE: 05/09/14 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 47 RETAINING WALL ANALYSIS AND DESIGN: 48 TO 104 DETAILS: 105 TO 110 T T T r (: \s„ T. p 1 I ii 1 I , I I I 1 1 I 1 ' II I I I 1 1 1 ----- LIN.26'.10 ---- .- �i ® I 1 III I I 1 1 I 1 I I WAW I 1 EIEVATIO i I I ` /L D I , 1 1 _ /rIN.16'8" _-------- 11 1 I .. . ..,1 1 I .. m 1 I 1 _� 1 I W 0___._______,_1- -I'1 i II • 1 ii 1 i I I 1 I H I I D4 - LLIN. m re lvi• 1 1 Liiii 0 -----© :JITai wAu gaeu — 1 I111II1 I La ELEVATION 1 V(AI4. ::i .....J , -IEVATON 7 Q �° I T _1111111 L.Or -'�� I■11111 LI h A�\ 0 --- • 8-10 LL1N. ]"Y ® 1 i 1 U I :4B Ell iI•I ,. ; 1 © 4i I I 'I 1116 —ft O___________,1 1 '..7„,,:."'' I 1 3 L 1 z 'm 11 LLIx Iv-2" IN 1-Y NIM 1 `� I11 1 I �. ,es. AM' 1 I 1 1 I 0 I , 1: 1 1 I 1 1 1 1 I 1 1 1 1 b (:!-.)1 (1)1 I MAIN 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. � 7(5)(5) 1 TI 1 1 I 1 I I I I I I 1 1 © I I 1 1 A mom '�---—--' MM.26'-11• r II II 1 1 1 1 II 43 i I • II I " 1 1 1 44 I ' I 1 I I II II I I IMTR�ITY'T'F+l---�1 11 I I 1 1 1 I 1 �1 9Ir ja o--- 1 1 I II II DECK 1 1 I II SECSIOII 1 11 II11 11 1111 : ::— I- -- -ee1111 1 Im� IA T 1 1 19- ' 1 r. I 1 Ztn y• m I MM T-8 11 2 MM. MIN.3,6° _ I III I 1 1 I I Mr I I I 1 1 d1 1 1 I ! 1 1 , 1 I � 1 1 b bb LOWER FLOOR SHEARWALL PLAN NOTE: I. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN),ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. R14143 JOHNSON LAD 05 09 14.xlsx - SEISMIC LOADS (2010 OSSC, ASCE 7-07 - EQUIVALENT LATERAL FORCE) DIRECTION: FRONT-TO-REAR T Sa 1 0 0.2946 2 1 4. . . - OCCUPANCY: II TABLE 1-1 EQ 9. SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 0.0920 0.6918 hn: 31.6 FT Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S1: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 EQ 9.4.1.2.6-2 0.6100 0.614 Fa: 1.090 TABLE 11.4-1 0.7100 0.527 Fv: 1.760 TABLE 11.4-2 Sms: 1.101 EQ. 11.4-1 0.8100 0.527 0.9100 0.462 Sm1: 0.561 EQ.11.4-2 0.371 11 1 Sds: 0.734 EQ. 11.4-3 1.0100 Sd1: 0.374 EQ. 11.4-4 1.21000.309 1.1100 0.337 1 To: 0.102 1.3100 0.286 Ts: 0.510 1.4100 0.265 Ct: 0.020 TABLE 12.8-2 1.5100 0.248 x: 0.750 TABLE 12.8-2 Ta: 0.267 EQ.12.8-7 0.800 SEISMIC DESIGN 0.700 I+ • CATEGORY(.1 SEC): D TABLE 11.6-1 0.600 • SEISMIC DESIGN . CATEGORY(1 SEC): D TABLE 11.6-2 0.500 + R: 6.5 TABLE 12.2-1 • S2: 3.0 TABLE 12.2-1 0.400 ••. SIMPLIFIED 0.300 ♦ ♦.. FORCE (V):( 0.13551W 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.154 W(EQ.12.8-3/4) 0.000 0. 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 4 R14143 JOHNSON LAD 05 09 14.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07 EQUIVALENT LATERAL FORCE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD: FRONT TO REAR DIRECTION BUILDING WEIGHTS: , MISC.: 0 ROOF DIAPH. 12 EXTERIOR WALL: 10 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. 1 WALL INTERIOR DIAPH. MISC rho k AREA WALL AREA AREA AREA r(i) UPPER 1233 617 4415 0 0.290 1.00 1 MAIN 2466 1233 3687 0 0.290 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM V UPPER 20.0 69626 1392510 69626 10496 7347 7347 12.8-11,12.8-12 MAIN 10.0 70161 701610 139787 5288 3702 11049 12.8-11,12.8-12 139786.5 2094120 15784 11049 V(LBF): 15784 EQ.12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 11049 2.4.1 ASD(L.C.5,8) SEISMIC LOAD: SIDE TO SIDE BUILDING WEIGHTS: MISC.: 0 ROOF DIAPH. 12 EXTERIOR WALL: 10 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC rho k AREA WALL AREA AREA AREA r(i) UPPER 1233 617 4415 0 0.198 1.00 1 MAIN 2466 1233 3687 0 0.154 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM'V UPPER 20.0 69626 1392510 69626 10496 7347 7347 12.8-11,12.8-12 MAIN 10.0 70161 701610 139787 5288 3702 11049 12.8-11,12.8-12 139786.5 2094120 15784 11049 V(LBF): 15784 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 11049 2.4.1 ASD(L.C.5,8) PAGE 5 R14143 JOHNSON LAD 05 09 14.xlsx WIND LOADS MWFRS (2010 OSSC, ASCE 7-07) 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): 45.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 92.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 26.6 Kzt: 1 TOTAL ROOF HEIGHT (FT): 31.6 Kd: 0.85 GABLE(YIN): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a(FT): 9 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 0.54969515 5.03 9.93 2 -0.0991454 -3.80 1.10 3 -0.4471747 -8.53 -3.632.12 2.12 4.73 4 -0.3906097 -7.76 -2.86 12.79 12.79 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1 E 0.72778444 7.45 12.35 2E -0.1902831 -5.04 -0.14 3E -0.5849592 -10.41 -5.51 2.40 2.40 5.37 4E -0.5349592 -9.73 -4.83 17.18 17.18 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 12.79 0.00 17.18 0 UPPER 25-30 6.60 220.60 12.79 59.40 17.18 3842 UPPER 20-25 5.00 236.00 12.79 45.00 17.18 3792 UPPER 15-20 5.00 178.00 12.79 45.00 17.18 3050 10683 MAIN 0-15 10.00 310.00 12.79 90.00 17.18 5511 5511 1184.00 TOTAL BASE SHEAR R:I 16194 PAGE 6 R14143 JOHNSON LAD 05 09 14.xlsx WIND LOADS MWFRS (2010 OSSC, ASCE 7-07) 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): 45.0 I: 1 15-20 WIDTH(TRANSVERSE,FT): 92.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 26.6 Kzt: 1 TOTAL ROOF HEIGHT (FT): 31.6 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a: 9 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 0.54969515 5.03 9.93 2 -0.0991454 -3.80 1.10 3 -0.4471747 -8.53 -3.63 2.12 2.12 4.73 4 -0.3906097 -7.76 -2.86 12.79 12.79 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.72778444 7.45 12.35 2E -0.1902831 -5.04 -0.14 3E -0.5849592 -10.41 -5.51 2.40 2.40 5.37 4E -0.5349592 -9.73 -4.83 17.18 17.18 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 12.79 0.00 17.18 0 UPPER 25-30 6.60 306.60 12.79 59.40 17.18 4942 UPPER 20-25 5.00 381.00 12.79 45.00 17.18 5646 UPPER 15-20 5.00 420.00 12.79 45.00 17.18 6145 16733 MAIN 0-15 10.00 881.00 12.79 90.00 17.18 12814 12814 2228.00 TOTAL BASE SHEAR R: 29547 PAGE R14143 JOHNSON LAD 05 09 14.xlsx WALL DISTRIBUTION SHEET DIRECTION:FRONT-TO-REAR WALL HEIGHT: 9 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.) 0.27 C 11.08 1970 178 0.2 2865 259 259 D6 2327 665 1662 HDU2(2)2X 0.15 D 6.25 1111 178 0.2 1616 259 259 D6 2327 375 1952 HDU2(2)2X 0.08 E 3.33 592 178 0.1 861 259 259 D6 2327 200 2127 HDU2(2)2X 0 G 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.13 H 4.58 976 213 0.1 1419 310 310 D4 2787 275 2512 MSTC40 0.37 J 12.67 2697 213 0.3 3922 310 310 D4 2787 760 2027 MSTC40 1.00 7347 10683 DIRECTION:FRONT-TO-REAR WALL HEIGHT: 9 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.) 0.24 C 33.33 2867 86 0.1 4199 126 126 DONC 1134 3000 -204 NO 0.07 0 9.83 1376 140 0.1 2009 204 204 DONC 1839 885 2906 HDU2(2)2X 0.19 E 25.67 1282 50 0 1888 74 74 DONC 662 2310 479 HDU2(2)2X 0 G 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.09 H 4.58 1291 282 0.1 1889 412 412 D3 3708 413 5808 HDU8(2)2X 0.41 J 22.33 4233 190 0.2 6208 278 278 D4 2502 2010 2519 HDU2(2)2X 1.00 11049 16194 PAGE_ R14143 JOHNSON LAD 05 09 14.xlsx WALL DISTRIBUTION SHEET CONTINUED DIRECTION:SIDE TO SIDE WALL HEIGHT: 9 STORY: UPPER WALL WALL SEISMIC(S) SIL r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDO' LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.08 1 14.33 581 41 0.06 1323 92 92 TSN 831 1290 -459 NO 0.04 2 7.67 311 41 0.04 708 92 92 TSN 831 690 141 MSTC: 0 3 0.00 0 0 0.00 0 0 0 - 0 0 0 NO 0.08 4 3.17 584 184 0.08 1330 420 420 D3 3781 285 3496 MSTCI 0.1 5 3.83 707 184 0.10 1610 420 420 D3 3781 345 3436 HDU4(2 0.07 6 4.00 493 123 0.07 1123 281 281 D4 2526 360 2166 HDU2(2 0.04 7 2.67 329 123 0.04 748 281 281 D4 2526 240 2286 MSTC 0.05 8 3.00 370 123 0.05 842 281 281 D4 2526 270 2256 HDU2(2 0.2 9.3 10.33 1504 146 0.20 3425 331 331 D4 2983 930 2053 MSTC 0.15 10 2.83 1131 399 0.15 2577 909 909 D3X2 8185 255 7931 HDU11 0.12 11 16.50 878 53 0.07 2001 121 121 TSN 1091 1485 -394 NO 0.06 12 26.83 459 17 0.02 1046 39 39 TSN 351 2415 -2064 NO 1.00 7347 16733 DIRECTION:SIDE TO SIDE WALL HEIGHT: 9 • STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDO LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.06 1 8.50 817 96 0.1 2141 252 252 D6 2267 1095 713 HDU2(2 0.06 2 7.67 524 68 0 1445 189 189 TSN 1697 1070 768 HDU2(2 0 3 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.09 4 3.17 901 285 0.1 2427 766 766 D3X2 6898 935 9459 HDU11 0.09 5 3.33 1041 312 0.1 2765 830 0 CONC 0 0 3436 HDU4(2 0.07 6 4.00 741 185 0.1 1983 496 496 CONC 0 0 2166 HDU2(2 0.05 7 3.17 525 166 0 1429 451 451 D3 4062 935 5413 HDU5(2 0.05 8 3.00 556 185 0.1 1487 496 496 CONC 0 0 2256 HDU2(2 0.2 9.3 21.00 2262 108 0.1 6049 288 288 CONC 0 0 2053 HDU2(2 0.15 10 2.33 1701 730 0.2 4550 1953 1953 CONC 0 0 7931 HDU11 0.12 11 16.50 1321 80 0.1 3533 214 214 TSN 1927 1615 -82 NO 0.06 12 26.92 691 26 0 1847 69 69 TSN 617 1647 -3094 NO 1.01 11080 29655 PAGE r R14143 JOHNSON LAD 05 09 14.xlsx 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) C -204 7 15 18 33.33 0 259 0.000 0.000 NONE R'Fs� . D 2906 7 15 18 9.833 9 259 0.276 0.125 1-#4 BAR E 479 7 15 18 25.666 16 259 0.466 0.211 1-#5 BAR A bT 4...). G 0 7 15 18 0 0 259 0.000 0.000 NONE H 5808 7 15 18 4.58333 30 259 0.901 0.408 2-#5 BARS Ce J 2519 7 15 18 22.332 5 259 0.158 0.072 1-#4 BAR 5 :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) 1 713 7 15 18 8.5 12 259 0.371 0.168 NONE 1 2 768 7 15 18 7.666 12 259 0.355 0.161 NONE 1 3 0 7 15 18 0 0 259 0.000 0.000 NONE 1 4 9459 7 15 18 3.1666 44 259 1.339 0.607 2-#5 BARS 5 3436 7 15 18 3.333 8 259 0.229 0.104 NONE t 6 2166 7 15 18 4 4 259 0.125 0.056 NONE 1 7 5413 7 15 18 3.166 17 259 0.520 0.236 1-#5 BAR C 8 2256 7 15 18 3 5 259 0.135 0.061 NONE 9.3 2053 7 15 18 21 3 259 0.086 0.039 NONE 4k. 10 7931 7 15 18 2.33 30 259 0.913 0.414 NONE Z- 11 11 -82 7 15 18 16.5 0 259 0.000 0.000 1-#4 BAR !�. 12 -3094 7 15 18 26.916 0 259 0.000 0.000 1-#4 BAR PAGE (49 8i �r10111 W®IER TRUSSri _ I __—_ - II 21 WURDWILS. ' 1 _1. L_ ■ -- ■ WALL UE1LW STUD M. 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Title Block Line 6 Printed:9 MAY 2014,2:29PM Multi le Sile Beam File"C:IUserslowneAD000ME-112014J0-11814143-2lbeams.ec6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Description : Wood Beam Design : I R1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.3080, S=0.5130 k/ft,Trib=1.0 ft Design Summary o 0.3080 s 0.5130 Max fb/Fb Ratio = 0.624. 1 fb:Actual: 813.33 psi at 2.250 ft in Span#1 Fb:Allowable: 1,302.93 psi Load Comb: +D+S+H Max fv/FvRatio= 0.410: 1 fv:Actual: 80.08 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 4.50 9,4x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L kr s W li U Downward L+Lr+S 0.033 in Downward Total 0.053 in Left Support 0.69 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.69 1.15 Live Load Defl Ratio 1639>360 Total Defl Ratio 1024 >180 Wood Beam Design : R2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-1.75x16, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2,600.0 psi Fc-PrIl 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Density 32.210 pcf Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 965.71 ksi Applied Loads Unif Load: D=0.2550->0.0, S=0.4250->0.0 k/ft,0.0 to 24.50 ft Design Summary Max fb/Fb Ratio = 0.857. 1 D 0.2550,0.0 S 0.4250 0.0 fb:Actual: 2,104.08 psi at 10.372 ft in Span#1 Fb:Allowable: 2,454.83 psi Load Comb: +D+S+H Max fv/FvRatio= 0.383: 1 24.50 ft, 2-1.75x16 fv:Actual: 125.58 psi at 0.000 ft in Span#1 Fv:Allowable: 327.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L Lr S W E H Downward L+Lr+S 0.765 in Downward Total 1.223 in Left Support 2.08 3.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 1.74 Live Load Defl Ratio 384 >240 Total Defl Ratio 240 >180 Wood Beam Design : R3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x14.0, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2,600.0 psi Fc-Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Density 32.210 pcf Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 965.71 ksi Applied Loads Unif Load: D=0.150, S=0.250 k/ft,Trib=1.0 ft Unif Load: D=0.0->0.120, S=0.0->0.20 k/ft,0.0 to 18.0 ft Design Summary Max fb/Fb Ratio = 0.856; 1 D 0 0.120 s 0.0,0.20 fb:Actual: 2,385.78 psi at 9.420 ft in Span#1 Fb:Allowable: 2,786.51 psi Load Comb: +D+S+H Max fv/FvRatio= 0.440: 1 fv:Actual: 144.21 psi at 16.860 ft in Span#1 18.0 ft, 3.5x14.0 Fv:Allowable: 327.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S yl( E H Downward L+Lr+S 0.547 in Downward Total 0.875 in Left Support 1.71 2.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.07 3.45 Live Load Defl Ratio 395 >240 Total Defl Ratio 246 >180 ( LQ Title.Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9MAY 2014,2:29PM File=CAUserdOwneAD000ME-112014J0-111114143-2lbearn5.ec6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.8.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Wood Beam Design : , R4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.1280, S=0.2130 k/ft,Trib=1.0 ft Des/an Summary Max fb/Fb Ratio = 0.608. 1 D 0.1280 S 0.2130 fb:Actual: 608.13 psi at 5.980 ft in Span#1 Fb:Allowable: 1,000.70 psi Load Comb: +D+S+H Max fv/FvRatio= 0.223: 1 12.330 ft 2.0 ft, 6x12 fv:Actual: 43.69 psi at 11.405 ft in Span#1 Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) P L Lr a W E 1:1 Downward L+Lr+S 0.115 in Downward Total 0.185 in Left Support 0.77 1.28 Upward L+Lr+S -0.056 in Upward Total -0.090 in Right Support 1.07 1.77 Live Load Defl Ratio 856 >240 Total Dell Ratio 534 >180 Wood Beam Design : R5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 5.5x10.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.060, S=0.10 k/ft,Trib=1.0 ft Point: D=1.070, S=1.770 k @ 8.625 ft Design Summary Max fb/Fb Ratio = 0.789; 1Dto.0 0 s(0.q'"" ""10) fb:Actual: 2,160.89 psi at 8.625 ft in Span#1 Fb:Allowable: 2,738.46 psi Load Comb: +D+S+H Max fv/FvRatio= 0.227: 1 17.250 ft. 5.5x10.5 fv:Actual: 69.14 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) g L 1 $ \N E H Downward L+Lr+S 0.554 in Downward Total 0.888 in Left Support 1.05 1.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 1,75 Live Load Defl Ratio 373 >240 Total Defl Ratio 233>180 Wood Beam Design : R6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.060, S=0.10 k/ft,Trib=1.0 ft Design Summary 0.060 0.10 Max fb/Fb Ratio = 0.096; 1 fb:Actual: 125.24 psi at 3.000 ft in Span#1 Fb:Allowable: 1,304.74 psi Load Comb: +D+S+H Max fv/FvRatio= 0.076: 1 fv:Actual: 14.82 psi at 2.400 ft in Span#1 3.0 It 2.0 ft 4x8 Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lr E w E U Downward L+Lr+S 0.004 in Downward Total 0.007 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total -0.000 in Right Support 0.25 0.42 Live Load Defl Ratio 10722 >240 Total Defl Ratio 6700 >180 \'A' Title,Block Line 1 Project Title: - You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9 MAY 2014.2:29PM Multiple Simple Beam File=C:lUsers1OwnerID000ME-112014,10-11814143-2lbeams.ec6 p p ENERCALC,INC.1983-2013,Build:8.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee:RICHARD TURNER Wood Beam Design : ;R7 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.030, S=0.050 k/ft,Trib=1.0 ft Point: D=0.250, S=0.420 k @ 4.0 ft Design Summary -m Max fb/Fb Ratio = 0.597. 1 D 0.030 s 0.050 fb:Actual: 774.91 psi at 4.000 ft in Span#1 Fb:Allowable: 1,298.36 psi Load Comb: +D+S+H Max fv/FvRatio= 0.184: 1 fv:Actual: 35.94 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 8.0 ft, 4x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lr $ W E H Downward L+Lr+S 0.086 in Downward Total 0.137 in Left Support 0.25 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.25 0.41 Live Load Defl Ratio 1117 >240 Total Defl Ratio 699 >180 • Wood Beam Design : .R8 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x21, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.240, S=0.40 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.855. 1 Dto.z40 sto.aaa fb:Actual: 2,137.29 psi at 15.000 ft in Span#1 Fb:Allowable: 2,500.62 psi Load Comb: +D+S+H Max fv/FvRatio= 0.363: 1 30.0 ft, 5.5x21 fv:Actual: 110.55 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi • _ Load Comb: +D+S+H Max •eflections Max Reactions (k) D L Lr S W E LI Downward L+Lr+S 0.959 in Downward Total 1.535 in Left Support 3.60 6.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.60 6.00 Live Load Defl Ratio 375>240 Total Defl Ratio 234>180 Wood Beam Design : R9 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x8,Sawn, Fully Un braced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prli 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unit Load: D=0.210, S=0.350 k/ft,Trib=1.0 ft Design Summary 0.210 s 0.350 Max fb/Fb Ratio = 0.758. 1 fb:Actual: 986.25 psi at 3.000 ft in Span#1 Fb:Allowable: 1,301.03 psi Load Comb: +D+S+H Max fv/FvRatio= 0.406: 1 fv:Actual: 79.45 psi at 5.400 ft in Span#1 Fv:Allowable: 195.50 psi 6.0 ft, 4xe Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr / W. E H Downward L+Lr+S 0.071 in Downward Total 0.114 in Left Support 0.63 1.05 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.63 1.05 Live Load Defl Ratio 1013 >240 Total Defl Ratio 633>180 Title.Block Line 1 Project Title: - You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: - and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9MAY 2014,2:29PM Multiple Simple Beam File=C:tUsersiOwner'DOCUME-112014J0-11814143-Theams.ec6 p p ENERCALC,INC.1983-2013,Bulid:8.13.8.31,Ver.8,13.8.31 Lic.#: KW-06005610 Licensee : RICHARD TURNER Wood Beam Design : R10 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksl Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100.psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.2250, S=0.3750 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.638. 1 D(0.2250 S(0.3750) fb:Actual: 1,745.45 psi at 8.000 ft in Span#1 Fb:Allowable: 2,736.98 psi Load Comb: +D+S+H Max fv/FvRatio= 0.315: 1 16.0 ft, 5.5x12 fv:Actual: 96.00 psi at 0.000 ft in Span#1 • Fv:Allowable: 304.75 psi , Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lir - $ IN E H Downward L+Lr+S 0.390 in Downward Total 0.624 in Left Support 1.80 3.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.80 3.00 Live Load Defl Ratio 492 >240 Total Defl Ratio 307>180 Wood Beam Design : R1 1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksl Applied Loads Unif Load: D=0.2250, S=0.3750 k/ft,Trib=1.0 ft Design Summary D 0.2250 S 0.3750 Max fb/Fb Ratio = 0.879. 1 fb:Actual: 881.19 psf at 4.500 ft in Span#1 Fb:Allowable: 1,003.03 psi Load Comb: +D+S+H • Max fv/FvRatio= 0.328: 1 fv:Actual: 64.08 psi at 0.000 ft in Span#1 9.0 e6x10 Fv:Allowable: 195.50 psi , • Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr 3 W E H Downward L+Lr+S 0.109 in Downward Total 0.174 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.01 1.69 Live Load Defl Ratio 991 >240 Total Defl Ratio 619>180 l6 - tJRNER BEAM LOAD SHEET, CONT... NCIPo(EniNfi ii OESISN BEAM # ANALYSIS SKETCH AND DESIGN Ili : ‘ 4-tA I 1,.c._ A.)) dt-_-:- /3 I(e,, ) II 3 le Nl ti )(5-a) L= /Z.s ` (1Z ': rt,-)oz_ '‘) (1. = zz.; ‘K0J----- .f"--F , 1 -- 7 X /T 6 A it\ I Ai ., 7.5-- (4-0, =-- 72±,„ 1 z_, ,2_,-- , i- : X30 31 N -7 \i, 4"( ti J ,4,-t, V 3 ; 4 J 6{ �= /G /-� ty A.,-i6c 71– ) , — 4 ile-(el) = 320A 410 6 ' '- ) `r" 'Y''/I''(°) ttfM .. it 129e,�`t, " fid �� . z_ety.f. 14.e.r) .:-_ 10-904 1 0 BEAM CALC SHEET.xls PAGE • tURNER BEAM LOAD SHEET, CONT... NGINEERINI1 ti GESION BEAM# ANALYSIS SKETCH AND DESIGN GJ Pewh�_ 3 ' �� /8 o '1 t- Goo t4- tib_ ( — Igr'/-� �(�+ 10/..a If)(4•=1. p, 0 44 tzt 9-S` \b 24 �� rie,k 1-) (4s 36,0 4-;4 A ,IAJ) I ,/ 1014-1 F4- ; /)- �zfci) _ ftD f Q. /37/2 t, a6,Ko BEAM CALC SHEET.xls PAGE v\ tURNER BEAM LOAD SHEET, CONT... Elrirlr'Ri r, fFSIGH BEAM # ANALYSIS SKETCH AND DESIGN oe 7 I/VI/L. IA-) (14 p; Zegz, 1;4- Kz„ - c/ameo,_ z-z(ex BEAM CALC SHEET.xls PAGE Z� Title.Block Line 1 Project Title: • - You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9MAY 2014,2:35PM Multiple Simple Beam File=c:wsetslownenDOcuME-1t2014J0-18214143-2{bewns.ee6 P P ENERCALC,INC.1983-2013,Build:8.13.8.31,Ver.8.13.8.31 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description : Wood Beam Design : U1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.780, L=0.650 k/ft,Trib=1.0 ft Design Summary D 0.780 L 0.650 Max fb/Fb Ratio = 0.841 • 1 fb:Actual: 2,006.17 psi at 6.250 ft in Span#1 Fb:Allowable: 2,385.22 psi Load Comb: +D+L+H Max fv/FvRatio= 0.563: 1 fv:Actual: 149.26 psi at 11.417 ft in Span#1 12.50 ft, 5.5x13.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.177 in Downward Total 0.389 in Left Support 4.88 4.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.88 4.06 Live Load Deft Ratio 848>480 Total Defl Ratio 385>240 Wood Beam Design : U1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrII 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: 0=0.780 k/ft,Trib=1.0 ft Point: L=4.50 k @ 3.0 ft Point: L=4.50 k @ 9.50 ft Design Summary Max fb/Fb Ratio = 0.865; 1 D 0.780 fb:Actual: 2,063.97 psi at 6.250 ft in Span#1 Fb:Allowable: 2,385.22 psi Load Comb: +D+L+H Max fv/FvRatio= 0.650: 1 fv:Actual: 172.32 psi at 11.417 ft in Span#1 Fv:Allowable: 265.00 psi 12.50 ft, 5.5x13.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) PL Li a W. E H Downward L+Lr+S 0.208 in Downward Total 0.421 in Left Support 4.88 4.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.88 4.50 Live Load Defl Ratio 719 >480 Total Defl Ratio 356 >240 Wood Beam Design : U2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.450, L=0.90 k/ft,Trib=1.0 ft Design Summary D 0.450 L 0.90 Max fb/Fb Ratio = 0.794. 1 fb:Actual : 1,893.94 psi at 6.250 ft in Span#1 Fb:Allowable: 2,385.22 psi Load Comb: +D+L+H Max fv/FvRatio= 0.532: 1 fv:Actual: 140.91 psi at 11.417 ft in Span#1 12.50 ft, 5.5x13.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr S W H Downward L+Lr+S 0.245 in Downward Total 0.367 in Left Support 2.81 5.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.81 5.63 Live Load Defl Ratio 612 >480 Total Defl Ratio 408 >240 /Vl1 Title,Block Line 1 Project Title: _ You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& _ Title Block"selection. Title Block Line 6 Printed:9MAY2014.2:35PM Multiple Simple Beam File=C:lUsers\Owner'DOCUME-112014J0-11814143-2lbeams.ec6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06005610 Licensee : RICHARD TURNER Wood Beam Design : U3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Com pr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.590, L=0.560 k/ft,Trib=1.0 ft Point: D=1.70, L=1,770k@3.0ft Point: D=1.70, L=1.770 k @ 9.0 ft Design Summary Max fb/Fb Ratio = 0.937; 1 0.590 L 0.560 fb:Actual: 2,234.61 psi at 6.000 ft in Span#1 Fb:Allowable: 2,385.87 psi Load Comb: +D+L+H Max fv/FvRatio= 0.692: 1 fir:Actual: 183,47 psi at 10.880 ft in Span#1 Fv:Allowable' 265.00 psi 12.0 ft.5.5x13.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) o L Lr 5 W E Li Downward L+Lr+S 0.204 in Downward Total 0.413 in Left Support 5.24 5.13 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 5.24 5.13 Live Load Defl Ratio 704 >480 Total Defl Ratio 348 >240 Wood Beam Design : U4 • Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.360, L=0.240 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.734. 1 010.360 L(0.240) fb:Actual: 1,745.45 psi' at 9.000 ft in Span it 1 Fb:Allowable: 2,377.73 psi Load Comb: +D+L+H Max fv/FvRatio= 0.362: 1 18.0 ft, 5.503.5 N:Actual: 96.00 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D i Li S 16/ 1= U Downward L+Lr+S 0.281 in Downward Total 0.702 in Left Support 3.24 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.24 2.16 Live Load Defl Ratio 769 >480 Total Defl Ratio 307>240 Wood Beam Design : U5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.320, L=0.160 k/ft,Trib=1.0 ft Design Summary 0 0.320 L 0.160 Max fb/Fb Ratio = 0.808. 1 fb:Actual: 704.95 psi at 4.500 ft,in Span#1 Fb:Allowable: 872.58 psi Load Comb: +D+L+H Max fv/FvRatio= 0.302: 1 Iv:Actual: 51.26 psi at 0.000 ft in Span#1 soft, 6x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S W E fi Downward L+Lr+S 0.046 in Downward Total 0.139 in Left Support 1.44 0.72 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.44 0.72 �Liivve Load Defl Ratio 2323 >480 Total Defl Ratio 774 >240 U (1 Title Block Line 1 Project Title: - You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& . Title Block"selection. Title Block Line 6 Printed:9MAY 2014,2:35PM Multiple Simple Beam File=C:tUserst0umeAD000ME--112014J0-11814143-7beams.ec6 p p ENERCALC,INC.1983-2013,Bulid:6.13.8.31,Ver..8.13.8.31 Lic.#:KW-06005610 Licensee: RICHARD TURNER Wood Beam Design : ' U6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi ' Applied Loads Unif Load: D=0.060, L=0.040 k/ft,Trib=1.0 ft Point: D=0,360, S=0.720 k @ 7.50 ft Design Summary Max fb/Fb Ratio = 0.434. 1 D 0.060 L 0.040 fb:Actual: 517.78 psi at 7.473 ft in Span#1 Fb:Allowable: 1,194.19 psi Load Comb: +D+S+H Max fv/FvRatio= 0.259: 1 fv:Actual: 50.60 psi at 8.740 ft in Span#1 Fv:Allowable: 195.50 psi 9.50 ft. 4x10 Load Comb: +D+S+H Max Deflections • Max Reactions (k) D L IA- a W E H Downward L+Lr+S 0.069 in Downward Total 0.128 in Left Support 0.36 0.19 0.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.57 0.19 0.57 Live Load Defl Ratio 1645 >480 Total Defl Ratio 888>240 Wood Beam Design : U7 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending . Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.240, L=0.480 k/ft,Trib=1.0 ft Design Summary D 0.240 L 0.480 Max fb/Fb Ratio = 0.657. 1 fb:Actual: 1,555.71 psi at 5.500 ft in Span#1 Fb:Allowable: 2,368.24 psi Load Comb: +D+L+H Max fv/FvRatio= 0.438: 1 fv:Actual: 115.97 psi at 0.000 ft in Span#1 11.0 n, 3.5x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L. Lt a w E H Downward L+Lr+S 0.175 in Downward Total 0.263 in Left Support 1.32 2.64 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.32 2.64 Live Load Defl Ratio 753 >480 Total Defl Ratio 502>240 Wood Beam Design : U8 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads • Unif Load: D=0.260, S=0.30 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.595. 1 D 0.260 S 0.30 fb:Actual: 1,629.09 psi at 8.000 ft in Span#1 Fb:Allowable: 2,736.98 psi Load Comb: +D+S+H Max fv/FvRatio= 0.294: 1 16.0 ft, 5.5x12 fv:Actual: 89.60 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L L a w E H Downward L+Lr+S 0.312 in Downward Total 0.582 in Left Support 2.08 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.08 2.40 Live Load Defl Ratio 615>480 Total Defl Ratio 329 >240 Title Block Line 1 Project Title: • You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9MAY2014,2:37PM Multiple Simple Beam File=C:\Userst0wnei'D000ME-112014J0-11814143-2tbeams.ec6 p p ENERCALC,INC.1983-2013,BuIId:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Description : Wood Beam Design : 'i U1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.780, L=0.650 k/ft,Trib=1.0 ft Design Summary D 0.7e0 L 0.550 Max fb/Fb Ratio = 0.841 • 1 fb:Actual: 2,006.17 psi at 6.250 ft in Span#1 Fb:Allowable: 2,385.22 psi Load Comb: +D+L+H Max fv/FvRatio= 0.563: 1 fv:Actual: 149.26 psi at 11.417 ft in Span#1 12.50 ft, 5.5x13.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li a W E H Downward L+Lr+S 0.177 in Downward Total 0.389 in Left Support 4.88 4.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.88 4.06 Live Load Defl Ratio 848 >480 Total Defl Ratio 385 >240 Wood Beam Design : U1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pril 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads • Unif Load: D=0.780 k/ft,Trib=1.0 ft Point: L=4.50 k@3.0ft Point: L=4.50 k @ 9.50 ft Design Summary Max fb/Fb Ratio = 0.865; 1 D 0.780 fb:Actual: 2,063.97 psi at 6.250 ft in Span#1 Fb:Allowable: 2,385.22 psi Load Comb: +D+L+H Max fv/FvRatio= 0.650: 1 fv:Actual: 172.32 psi at 11.417 ft in Span#1 Fv:Allowable: 265.00 psi 12.50 ft, 5.5x13.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D S Ix s W E H Downward L+Lr+S 0.208 in Downward Total 0.421 in Left Support 4.88 4.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.88 4.50 Live Load Defl Ratio 719>480 Total Defl Ratio 356>240 Wood Beam Design : U2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!' 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.450, L=0.90 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.794. 1 D 0.450 L 0.90 fb:Actual: 1,893.94 psi at 6.250 ft in Span#1 Fb:Allowable: 2,385.22 psi Load Comb: +D+L+H Max fv/FvRatio= 0.532: 1 fv:Actual: 140.91 psi at 11.417 ft in Span#1 12,50 IL 5.5x13.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q 6 kr 5 W E LI Downward L+Lr+S 0.245 in Downward Total 0.367 in Left Support 2.81 5.63 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 2.81 5.63 hive Load Defl Ratio 612 >480 Total Defl Ratio 408>240 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9MAY2014,2:37PM Multiple Simple Beam File=C:lUserslOxner1D000ME-112014J0-11814143-2{beams.ec6 ENERCALC,INC.1983-2013.Bulld:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee:RICHARD TURNER Wood Beam Design : U3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5, GLB, Fully Unbraced Using Allowable StressDesign with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.590, L=0.560 k/ft,Trib=1.0 ft Point: D=1.70, L=1.770 k @ 3.0 ft Point: D=1.70, L=1.770 k @ 9.0 ft Design Summary Max fb/Fb Ratio = 0.937. 1 D 0.590 L 0.560 fb:Actual: 2,234.61 psi at 6.000 ft in Span#1 Fb:Allowable: 2,385.87 psi Load Comb: +D+L+H Max fv/FvRatio= 0.692: 1 fv:Actual: 183.47 psi at 10.880 ft in Span#1 Fv:Allowable: 265.00 psi 12.0 ft, 5.5x13.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Li s UW1 .E E Downward L+Lr+S 0.204 in Downward Total 0.413 in Left Support 5.24 5.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 5.24 5.13 Live Load Defl Ratio 704 >480 Total Deft Ratio 348>240 Wood Beam Design U4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x13.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.360, L=0.240 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.734. 1 D(0.360 L(0.240) fb:Actual: 1,745.45 psi at 9.000 ft in Span#1 Fb:Allowable: 2,377.73 psi Load Comb: +D+L+H Max fv/FvRatio= 0.362: 1 18.0 ft, 5.5x13.5 fv:Actual: 96.00 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.281 in Downward Total 0.702 in Left Support 3.24 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.24 2.16 Live Load Defl Ratio 769>480 Total Defl Ratio 307 >240 Wood Beam Design U5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.320, L=0.160 k/ft,Trib=1.0 ft Design Summary D 0.320 L 0.160 Max fb/Fb Ratio = 0.808. 1 fb:Actual: 704.95 psi at 4.500 ft in Span#1 Fb:Allowable: 872.58 psi Load Comb: +D+L+H Max fv/FvRatio= 0.302: 1 fv:Actual: 51.26 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 9.0 ft, 6x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E II- Downward L+Lr+S 0.046 in Downward Total 0.139 in Left Support 1.44 0.72 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.44 0.72 Live Load Defl Ratio 2323>480 Total Defl Ratio 774 >240 Title Block Line 1 Project Title: . You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: - and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:9 MAY 2014,237PM Multiple Simple Beam File=C:IUserslOwnei1DOCUME-112014J0-11814143-2tbeams.ec6 p P ENERCALC,INC.1983-2013,Bu11d:6.13.8.31,Ver.8.13.8.31 Lic.#: KW-06005610 Licensee:RICHARD TURNER Wood Beam Design : U6 • Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Moiled Loads Unif Load: 0=0.060, L=0.040 k/ft,Trib=1.0 ft Point: D=0.360, S=0.720 k @ 7.50 ft Design Summary "°"^ Max fb/Fb Ratio = 0.434. 1 D 0.060 L 0.040 fb:Actual: 517.78 psf at 7.473 ft in Span#1 Fb:Allowable: 1,194.19 psi Load Comb: +D+S+H Max fv/FvRatio= 0.259: 1 fv:Actual: 50.60 psi at 8.740 ft in Span#1 Fv:Allowable: 195.50 psi 9.50 ft. 4x10 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L t=r S W E Id Downward L+Lr+S 0.069 in Downward Total 0.128 in Left Support 0.36 0.19 0.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.57 0.19 0.57 Live Load Defl Ratio 1645 >480 Total Defl Ratio 888 >240 Wood Beam Design : U7 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.240, L=0.480 k/ft,Trib=1.0 ft Design Summary D 0.240 L 0.480 Max fb/Fb Ratio = 0.657; 1 fb:Actual: 1,555.71 psi at 5.500 ft in Span#1 Fb:Allowable: 2,368.24 psi Load Comb: +D+L+H Max fv/FvRatio= 0.438: 1 fv:Actual: 115.97 psi at 0.000 ft in Span#1 11.01$ 3.5x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) DL Lr s w E ht Downward L+Lr+S 0.175 in Downward Total 0.263 in Left Support 1.32 2.64 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.32 2.64 Live Load Defl Ratio 753 >480 Total Defl Ratio 502 >240 Wood Beam Design : U8 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.260, S=0.30 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.595; 1 D 0.260 s 0.30 fb:Actual: 1,629.09 psi at 8.000 ft in Span#1 Fb:Allowable: 2,736.98 psi Load Comb: +D+S+H Max fv/FvRatio= 0.294: 1 16.0 ft, 5.5x12 fv:Actual: 89.60 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L L E W E E Downward L+Lr+S 0.312 in Downward Total 0.582 in Left Support 2.08 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.08 2.40 Live Load Defl Ratio 615 >480 Total Defl Ratio 329 >240 G�/ _ Title Block Line 1 Project Title: You ban change this area Engineer: Project ID: using the"Settings"menu item Project Descr: _ and then using the"Printing& Title Block"selection. • Title Block Line 6 Printed:9MAY 2014,237PM Multiple Simple Beam File=CAUserstamerwoCUME-n2014J0-11R14t43-2we .ec6 ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver6.13.8.31 Lic.#:KW-06005610 Licensee : RICHARD TURNER Wood Beam Design : : U9 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unit Load: D=0.260, S=0,30 k/ft,Trib=1.0 ft Design Summary o 0.260 s 0.30 Max fb/Fb Ratio = 0.224. 1 fb:Actual: 269.28 psi at 2.000 ft in Span#1 Fb:Allowable: 1,202.46 psi Load Comb: +D+S+H Max fv/FvRatio= 0.165: 1 fv:Actual: 32.17 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 4.011,4x10 Load Comb: +D+S+H Max Deflections Max Reactions (k) D k Lr E W E H Downward L+Lr+S 0.006 in Downward Total 0.011 in Left Support 0.52 0.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.60 Live Load Defl Ratio 8291 >480 Total Defl Ratio 4441 >240 tURER BEAM LOAD SHEET, CONT... GNGIUHRING 1i QESI;N BEAM# ANALYSIS SKETCH AND DESIGN 4, `c i c Gly / ( 4 ��= � ��; �'1��/t I,F r...-„...„;3,-,,.._,.._,..1._,.:__,..,, . , iv ree. t ,- 1 k 47 Pi ; 6144-- W) Jut Si w <, Aimf P: ) Ithk-n_ IvA0::- 31- i -----42, 1' 1/040 oie 72,--- d- (z)Ge‘...4-7Z,,,.,� BEAM CALC SHEET.xls PAGE ' I . Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: - and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28MAY 2014,3:20PM Multiple Simple Beam File=C:lUserslowneriDOCUME-ri2014J0-11205605-11814143-1lbeams.ec6 p P ENERCALC,INC.1983-2013,Build:8.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Description : Wood Beam Design : 1J1 - Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pril 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.080, L=0.0670 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.585. 1 D 0.080 L 0.0670 fb:Actual: 504.75 psi at 6.500 ft in Span#1 Fb:Allowable: 862.89 psi Load Comb: +D+L+H Max fv/FvRatio= 0.184: 1 fv:Actual: 31.30 psi at 12.090 ft in Span#1 13.0 ft, 4x12 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S W g H Downward L+Lr+S 0.080 in Downward Total 0.176 in Left Support 0.52 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.44 Live Load Defl Ratio 1945>480 Total Dell Ratio 886>240 Wood Beam Design J1 POINT T Calculations per 2005 NDS,IBC 2006,CBC 2007,.ASCE 7-05 BEAM Size: 2-1.75x11.87, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MlcroLam LVL 1.9 E Fb-Tension 2600 psi Fc-Prll 2510 psi Fv 285 psi Ebend-xx 1900 ksi Density 32.21 pcf Fb-Compr 2600 psi Fc-Perp 750 psi Ft 1555 psi Eminbend-xx 965.71 ksi Applied Loads Unif Load: D=0.080 k/ft,Trib=1.0 ft Point: L=3.0 k @ 6.50 ft Design Summary Max fb/Fb Ratio = 0.658. 1 D O. 80 fb:Actual: 1,668.87 psi at 6.500 ft In Span#1 Fb:Allowable: 2,537.21 psi Load Comb: +D+L+H Max fv/FvRatio= 0.246: 1 fv:Actual: 70.15 psi at 0.000 ft in Span#1 Fv:Allowable: 285.00 psi 13.0 ft, 2-1.75x11.87 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 2 W E. H Downward L+Lr+S 0.257 in Downward Total 0.313 in Left Support 0.52 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 1.50 Live Load Defl Ratio 607>480 Total Defl Ratio 498>240 Wood Beam Design : J1 2 POINT Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-1.75x11.87, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2,600.0 psi Fc-PrII 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Density 32.210 pcf Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 965.71 ksi Applied Loads Unit Load: D=0,080 k/ft,Trib=1.0 ft Point: L=3.Ok@3.Oft Point: L=3.0k@10.Oft Design Summary Max fb/Fb Ratio = 0.615. 1 D 0.080 fb:Actual: 1,559.46 psi at 6.500 ft in Span#1 Fb:Allowable: 2,537.21 psi Load Comb: +D+L+H Max fv/FvRatio= 0.436: 1 fv:Actual: 124.29 psi at 12.047 ft In Span#1 Fv:Allowable: 285.00 psi 13.0 ft, 2-1.75x11.87 Load Comb: +D+L+H Max Deflections Max Reactions (k) D k Li s W g H Downward L+Lr+S 0.331 in Downward Total 0.386 in Left Support 0.52 3.00I Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 3.00 29-7v Live Load Defl Ratio 471 >470 Total Defl Ratio 403 >240 - Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: - and then using the"Printing& Title Block"selection. • Title Block Line 6 Printed:28 MAY 2014,3:20PM Multi le Sim le Beam File= Title Block Line 1 Project Title: • - You can change this area Engineer: Project ID: using the'Setting?menu item Project Descr: - and then using the Printing& Title Block"selection. - Title Block Line 6 Printed:6 FEB 2014,3:09PM File=C:1UsersIOwneADOCUME-11TE&D07-11ENERCA-11FOOTIN-11foo8ngs.ec6G@helaI Footing ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Description: F1 Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 q Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis SettingsFooting base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Z Length parallel to Z-Z Axis = 2.0 ft Footing Thicknes = 8.0 in I Pedestal dimensions... X px:parallel to X-X Axis = in iNt pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete.. rn at Bottom of footing = 3.0 in - m i _. 11 Reinforcing 2'.'II. w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 .=r:r.. • ::. _:-. -1.''..,.,.,, • :4,:e-...•.,% ;:err ��.;:,'. • • Reinforcing Bar Sin = # 4 1 fp,;r'• .2.44 B :: . 1•;'= .2 i 4,ea-.: .;'; ; ;is l Bandwidth Distribution Check (ACI 15.4.4.2) 4-1,1-1-%-,;;--:-.,-:-..,1- 1-:-.-;-i:- .*.-;*.•• ' - a•'��' '0�'�-' •=='a a'�'1'�'�" Direction Requiring Closer Separation n/a X-X Section Looking to+Z •Z-Z Section Looking to+X #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.50 3.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: . . 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Title Block Line 6 Printed:6 FEB 2014,3.09PM File=ClUsersloneoCUME-11TE&007-11ENERCA-11FOOTIN-11oo0ngs.ec6G@h@raI Footing ENERCALC,INC.1983-2013,Bulid:6,13.8.31,Ver.6.13.8.31 Lic.#:KW-06005610 Licensee :RICHARD TURNER Description: F1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9813 Soil Bearing 1.472 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0,0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.2409 Z Flexure(+X) 1.033 k-ft 4.288 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2409 Z Flexure(-X) 1.033 k-ft 4.288 k-ft +1.200+1.60L+0.50S+1.60H PASS 0.2409 X Flexure(+Z) 1.033 k-ft 4.288 k-ft +1.200+1.60L+0.50S+1.60H PASS 0.2409 X Flexure(-Z) 1.033 k-ft 4.288 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2755 1-way Shear(+X) 20.660 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2602 1-way Shear(-X) 19.512 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2755 1-way Shear(+Z) 20.660 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2602 1-way Shear(-Z) 19,512 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5289 2-way Punching 79.334 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.6011 Title Block Line 1 Project Title: ' - You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: . and then using the'Printing& . Title Block'selection. Title Block Line 6 Printed:8APR 2014.9:45AM File=C:WserslOwnenDOCUME-11TE&D07-11ENERCA-11F0OTIN-1lfootings.ec6 General Footing ENERCALC,INC.1993.2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06005610 Licensee :RICHARD TURNER Description: F2 Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information 1 Material Properties Soil Design Values ft:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use fig wt for stability,moments&shears , Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.250 ft Z Length parallel to Z-Z Axis = 2.250 ft Footing Thicknes = 8.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iN pz:parallel to Z-Z Axis _ in m Height in Rebar Centerline to Edge of Concrete.. f° at Bottom of footing = 3.0 in v I t Reinforcing r. 2' . Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 r:-fif..:"r.'. i!;::e :.'' f; _ ' • :;, •.;ems'. '::;:i.*-::::::‘ Reinforcing Bar Siz1 = # ' _ ' 16 �;.5;.�t ; •11A•m.�r:.'-.;4::_:_..,.:-;-r-.-f:�...:.,a :•. Bandwidth Distribution Check (ACI 15.4.4.2) ,,,,,,,,,,,,.,,,,„_:...;.2.,„,>.;...-...,,,,,,„;...1.74:....,xem .,1mo�.0:. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.0 5.0 k OB:Overburden - ksf M-xx = k-ft M-zz = k-ft V-x = k Vz = 3/ k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings"menu item Project Descr: - and then using the Printing& Title Block'selection. • Title Block Line 6 Printed:8 APR 2014,9:45AM File=C:IUserskOwnenDOCUME-11TE&D07-11ENERCA-11FOOTIN-Noolings.ec6 General Footing ENERCALC,INC.1983-2013,Build:6,13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Description: F2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9860 Soil Bearing 1.479 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2442 Z Flexure(+X) 1.373 k-ft 5.624 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.2442 Z Flexure(-X) 1.373 k-ft 5.624 k-ft +1,20D+0.50Lr+1.60L+1.601-1 PASS 0.2442 X Flexure(+Z) 1.373 k-ft 5.624 k-ft +1.20D+0.50Lr+1.60L+1.601-1 PASS 0.2442 X Flexure(-Z) 1.373 k-ft 5.624 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3436 1-way Shear(+X) 25.773 psi 75.0 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.3436 1-way Shear(-X) 25.773 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.601-1 PASS 0.3436 1-way Shear(+Z) 25.773 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3436 1-way Shear(-Z) 25.773 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.7032 2-way Punching 105.478 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Title Block Line 1 Project Title: . , You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the'Printing& _ Title Block'selection. Title Block Line 6 Printed:20FEB 2014.223PM File=CAUsersleADOCUME-11TE&D07-11ENERCA-11FOOTIN-11foo8ngs,e6G@IelaI Footing ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06005610 Licensee: RICHARD TURNER Description: F3 Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-02 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 . Shear = 0.750 Increases based on footing Depth Analysis Settings = Footingbase depth bel = ow soil surface ft Min Steel%Bending Reinf. Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Z Length parallel to Z-Z Axis = 2.50 ft Footing Thicknes = 8.0 in Pedestal dimensions... 1 X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in , m Rebar Centerline to Edge of Concrete.. m at Bottom of footing = 3.0 in o i Reinforcing Ill= ri w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 ., Reinforcing Bar Sizc = # 4 f'�,. ' "e"''' • ' .S1 a'. ; :i:"k'". 1µ�, '�ii"�' ��` �"' .:jai. �. Bandwidth Distribution Check (ACI 15.4.4.2) "x-x=F+onLooking b:z "_•_Seam i ;m:X" Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.0 5.60 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = 7 4 k , Title Block Line 1 Project Title: , , You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:20 FEB 2014.223PM File=CUserslOwneADOCUME-11TE&D07-11ENERCA-11FOOTIN-1Vootings.ec6General Footing ENERCALC,INC.1983-2013,Ruild:6.13.8.31,Ver..6.13.8.31 Li c.#:KW-06005610 Licensee: RICHARD TURNER Description: F3 DESIGN SUMMARY Design OK Mln.Ratio Item Applied Capacity Governing Load Combination PASS 0.9820 Soil Bearing 1.473 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3259 Z Flexure(+X) 1.661 k-ft 5.095 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3259 Z Flexure(-X) 1.661 k-ft 5.095 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.3259 X Flexure(+Z) 1.661 k-ft 5.095 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3259 X Flexure(-Z) 1.661 k-ft 5.095 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3936 1-way Shear(+X) 29.522 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3936 1-way Shear(-X) 29.522 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3936 1-way Shear(+Z) 29.522 psi 75.0 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0.3936 1-way Shear(-Z) 29.522 psi 75.0 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.8611 2-way Punching 129.160 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Tdtle @lock Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the°Panting& Title Block'selection. Title Block Line 6 Printed:nFEB 2014,11:39AM File=ClUsersl0wner1D000ME-11TE8D07-11ENERCA-11Fo0TIN-llrootings.ec6General Footing ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee : RICHARD TURNER Description: F4 Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis SettingsFooting base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 8.0 in i. - Pedestal dimensions... 4 i_ _ , X px:parallel to X-X Axis = 4.0 in N pz:parallel to Z-Z Axis = 4.0 in Height = in {; i m Rebar Centerline to Edge of Concrete.. O.CO at Bottom of footing = 3.0 in a. ii Reinforcing 2'f w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 `.'f:;. ,3,. 4�eeS., a+.-ate �'i'.' Reinforcing Bar Sia = 4 -:',..441.:::,--.' • f. ':"A: tri-paeero, ;:' :..-"*..1::::k;::'$ l.fi'iy,6•?+a','.:�f.'. '". I`!�,r:._ ..,.. �'r""t'if,:' .=a':'.1'• ";!.'::"`:.e........f . e.. Bandwidth Distribution Check (ACI 15.4.4.2) x.xs«rio.,Look.,to.z z."l'S oo.°o w.x ' """""- Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.50 7.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 31, Title Block Line 1 Project Title: , _ You can change this area Engineer: Project ID: _ using the'Settings'menu item Project Descr: - and then using the Printing& Title Block'selection. Title Block Line 6 Printed:17 FEB 2014,11:39AM File=CaUserstOwnenDOCUME-11TE&D07-11ENERCA-11FOOTIN-11toolings.ec6Gen@1a• Footing ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee:RICHARD TURNER Description: F4 DESIGN SUMMARY Design OK MM.Ratio Item Applied Capacity Governing Load Combination PASS 0.990 Soil Bearing 1.485 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft NQ Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3373 Z Flexure(+X) 1.571 k-ft 4,657 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.3373 Z Flexure(-X) 1.571 k-ft 4.657 k-ft +1.200+0,50Lr+1.60L+1.60H PASS 0.3373 X Flexure(+Z) 1.571 k-ft 4.657 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3373 X Flexure(-Z) 1.571 k-ft 4.657 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3727 1-way Shear(+X) 27.951 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3727 1-way Shear(-X) 27.951 psi 75.0 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.3727 1-way Shear(+Z) 27.951 psi 75.0 psi +1,20D+0.50Lr+1.60L+1,60H PASS 0.3727 1-way Shear(-Z) 27.951 psi 75.0 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0,560 2-way Punching 83.999 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H - Title Block Line 1 Project Title: , , You can change this area Engineer: Project ID: . using the'Settings'menu item Project Descr: - and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:11 APR 2014,to:41AM File=CAUserslownerD0CUME-11TE6007-11ENERCA-11F00TIN-1lfootinos.ec6General Footing ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06005610 Licensee:RICHARD TURNER Description: F5 Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 1 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.0 ft z Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 8.0 in Pedestal dimensions... ' I x px:parallel to X-X Axis = 4.0 in "' pz:parallel to Z-Z Axis = 4.0 in Height - in 1 I m Rebar Centerline to Edge of Concrete.. m at Bottom of footing = 3.0 in 1.1 wii Reinforcing 3' Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 N .;,�,� ,•.=.v; Reinforcing BarSizt = # 4 : •,.._1:,._ '.4.-...., ii=}'+1''., .y-.”%z:,.:.: vxd:,%, Im :. ' :'; fr.'fr.' r ......-. sir. Wb Bandwidth Distribution Check (ACI 15.4.4.2) X.XS*Won Lenq .Z Z ZSectla,Locating So Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.50 8.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 3 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: - and then using the'Printing& Title Block'selection. ' Title Block Line 6 Printed 11 APR 2014,10:41AM File=ClUselOnenDOCUME-11TE&D07-11ENERCA-11FOOTIN-1Woolings.ec6General Footing ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06005610 Licensee: RICHARD TURNER Description: F5 DESIGN SUMMARY Design OK Min.Ratio item Applied Capacity Governing Load Combination PASS 0.9907 Soil Bearing 1.486 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4432 Z Flexure(+X) 1.90 k-ft 4.288 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4432 Z Flexure(-X) 1.90 k-ft 4.288 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4432 X Flexure(+Z) 1.90 k-ft 4.288 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4432 X Flexure(-Z) 1.90 k-ft 4.288 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4276 1-way Shear(+X) 32.073 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.4276 1-way Shear(-X) 32.073 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4276 1-way Shear(+Z) 32.073 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4276 1-way Shear(-Z) 32.073 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.6739 2-way Punching 101.090 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H r Title block Line 1 Project Title: . You can change this area Engineer: Project ID: • using the'Settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed 10 OCT 2013,249PM Fle=CUsers%OnenDOCUME-11TE8D07-11ENERCA-11FO0TIN-11footings.ec6General Footing ENERCALC,INC.1983-2013,Buitd:6.13.8.31,Vec6.13.8.31 Lic.#:KW-06005610 Licensee : RICHARD TURNER Description: F6 Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-02 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 10.0 in Pedestal dimensions... '' X px:parallel to X-X Axis = 4.0 in in pz:parallel to Z-Z Axis = 4.0 in Height in m Q. Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in um o ii Reinforcing 3'El w Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 a ..a. Reinforcing Bar Sizl = # 4 :-..4::::: :: :-:;a.:..7' : f:;. ari'`•:= ;;-:.a„:.;:.:° :,�,.... Timia•• :'r-.:_a".1 ^•-. 1"..b :.a.. s?::°:. ?,•(.:. :.o-:...:. d'1ria.•. Bandwidth Distribution Check (ACI 15.4.4.2) ars. f �� a..`. - ����cs.�-iaa�ow>� � '"a. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 6.0 10.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k b