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Plans (90)P "t1 , !i= 3 'PI I :TV\ LATERAL CALCULATIONS FOR BROOKSIDE MEMORY CARE FACILITY 11035 SW HALL BLVD. TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 03/02/16 JOB NUMBER: R16049 PRO% GIN4.41.614, 58949P (-)P -Z- (7 - City of Tigard ORE ON gb k 1 5 ? A. frayed Plans : -61k) j BY -44t- Date 2 t 7 EXP DATE:06-30-16 k .-v-it-1) RNLI_ OFFICE COPY INDEX OF CALCULATIONS: PAGES DATE: 02/03/16 MAIN BUILDING: SHEAR WALL PLANS: 1 TO 2 SEISMIC LOADS: 3 TO 4 WIND LOADS: 5 TO 6 WALL DISTRIBUTION: 7 FOOTING DESIGN: 8 2 STORY SECTION SHEAR WALL PLANS: 9 WIND LOADS: 10 TO 11 WALL DISTRIBUTION: 12 TO 13 FOOTING DESIGN: 14 BEAM ANALYSIS AND DESIGN: 11 TO 30 DETAILS: 31 TO 35 4 • Ilir VI ,„ y t a__IT. i.: i ' i m asy m v FA I Yr ITN i 6 M 2 , . ,4' E , 1 __ Lir YY / �, s� YY V • �. F1, / 1�l l'� tk «' y -- I,�,. z�'::' I v ,. 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I I Eli '...rir--- dr;., i . a,. , li 4.44 1 Al ,, 1 .* ItiV72. •,VP .41.; glW r on 1 Ill ., _ ,..„.. . .........A ....,, trA..! •*!" .... 4.... .... .a.a ..!, .-„,,,' ..., .at „., ''!'" ... ..!..! ..,<! .,.. .....! .....! .!.! .,,, ....., la IMP R16049 HALL CARE FACILITY LAD 01 25 16 SEISMIC LOADS (2014 OSSC,ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION: FRONT-TO-REAR T Sa RISK CATEGORY: R TABLE 1.5-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 ha: 28.75 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S 1: 0.319 MAPS 0.2 0.734 le: 1.000 TABLE 1.5-2 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 0.6100 0.614 Fv: L760 TABLE 11.4-2 0.7100 0.527 Sans: 1.101 EQ. 11.4-1 NOTE:Ss IS DETERMINED 0.8100 0.462 Sml: 0.561 EQ. 11.4-2 BY FIG.22-1,3,5,6 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 S1 IS DETERMINED 1.0100 0.371 Sdl: 0.374 EQ. 11.4-4 BY FIG.22-2,4,5,6 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: 0.248 EQ. 12.8-7 0.800 SEISMIC DESIGN 0.700 • CATEGORY(.1 SEC): D TABLE 11.6-1 SEISMIC DESIGN 0.600 • 1 CATEGORY(1 SEC}: D TABLE 11.6-2 0.500 • R: 6.5 TABLE 12.2-1 W: 2.5 TABLE 12.2-1 0.400 • Nir 4, SIMPLIFIED 0.300Alt i FORCE(V): 0.135 W t 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.166 W(EQ. 12.8-3/4) CS(MIN): 0.010 W(EQ. 12.8-5) 0.000. --- CS(MIN,E F): 0.025 W(EQ. 12.8-6) 0 0.5 1 1:S 2 Cs(ACTUAL): 0.113 W ♦Seriesl EQ. LATERAL FORCE (V): 0.113 W PAGE 4) R16049 HALL CARE FACILITY LAD 01 25 16 SEISMIC LOADS(2014 OSSC,ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD:FRONT TO REAR DIRECTION BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k MAIN 3049 1524 15804 0 0.073 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM'V MAIN 10.0 230806 2308061 230806 26061 18243 18243 12.8-11,12 230806.13 2308061 26061 18243 V(LBF): 26061 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 18243 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: 0 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k MAIN 3049 1524 15804 0 0.122 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM'V MAIN 10.0 230806 2308061 230806 26061 18243 18243 12.8-11,12 230806.13 2308061 26061 18243 V(LBF): 26061 EQ. 12.8-1 B(SEISMIC BASE SHEAR) V*.7(LBF): 18243 2.4.1 ASD(L.C.5,8) PAGE (k R16049 HALL CARE FACILITY LAD 01 2516 WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: FRONT-TO-REAR WIND SPEED VuIt(MPH): 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL,FT): 92.8 I: 1 WIDTH (TRANSVERSE, FT): 246.0 Kh: 0.7 ROOF MEAN HEIGHT(FT): 19.38 Kzt: I TOTAL ROOF HEIGHT (FT): 28.75 Kd: 0.85 GABLE(YIN): V: 93 ROOF PITCH: 5 qh: 13.16 THETA: 22.62 0.385 0.923 2a(FT): 18.55 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) {GCpn DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.538 4.71 9.45 2 -0.454 -8.35 -3.61 3 -0.467 -8.51 -3.78 0.06 0.06 0.17 4 -0.414 -7.82 -3.08 12.53 12.53 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.771 7.78 12.52 2E -0.719 -11.83 -7.09 3E -0.648 -10.90 -6.16 -0.36 -0.36 -0.93 4E -0.598 -10.24 -5.50 18.02 18.02 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 MAIN 30-40 3.00 -32 12.53 56 18.02 606 MAIN 25-30 5.00 1 12.53 93 18.02 1687 MAIN 20-25 5.00 206 12.53 93 18.02 4256 MAIN 15-20 5.00 942 12.53 93 18.02 13478 20027 MAIN 0-15 10.50 2383 12.53 195 18.02 33373 33373 4030.00 TOTAL BASE SHEAR R:f 53400 PAGE "/ R16049 HALL CARE FACILITY LAD 01 25 16 WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: SIDE-TO-SIDE WIND SPEED: 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 92.8 I: 1 WIDTH (TRANSVERSE,FT): 246.0 Kh: 0.7 ROOF MEAN HEIGHT: 19.4 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.8 Kd: 0.85 GABLE(YIN): V: 92.952 ROOF PITCH: 5 qh: 13.16 THETA: 22.62 0.385 0.923 2a: 18.55 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpti DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.538 4.71 9.45 2 -0.454 -8.35 -3.61 3 -0.467 -8.51 -3.78 0.06 0.06 0.17 4 -0.414 -7.82 -3.08 12.53 12.53 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.771 7.78 12.52 2E -0.719 -11.83 -7.09 3E -0.648 -10.90 -6.16 -0.36 -0.36 -0.93 4E -0.598 -10.24 -5.50 18.02 18.02 EASE 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 MAIN 30-40 3.00 -32 12.53 56 18.02 606 MAIN 25-30 5.00 63 12.53 93 18.02 2464 MAIN 20-25 5.00 224 12.53 93 18.02 4481 MAIN 15-20 5.00 267 12.53 93 18.02 5020 12572 MAIN 0-15 10.50 772 12.53 195 18.02 13186 13186 1824.00 TOTAL BASE SHEAR R:J 25758 PAGE (,>' R16049 HALL CARE FACILITY LAD 01 25 16 WALL DISTRIBUTION SHEET 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) 0.1 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.1 Fl 44.08 1470 33 0 4304 98 98 D6 879 3967 -3089 NO 0.2 F2 21.75 2879 132 0.1 8427 387 387 D3 3487 1958 1529 HDU2(2)2X 0.3 F3 36.58 4683 128 0.1 13707 375 375 D4 3372 3293 80 HDU2(2)2X 0.3 F4 36.58 4683 128 0.1 13707 375 375 D4 3372 3292 80 HDU2(2)2X 0.2 F5 21.75 2968 136 0.1 8689 399 399 D3 3595 1958 1638 HDU2(2)2X 0.1 F6 36.17 1560 43 0 4566 126 126 D6 1136 3255 -2119 NO 1.00 18243 53400 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 HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.1 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.1 Si 9.25 1847 200 0.1 2607 282 282 D4 2537 1118 1419 HDU2(2)2X 0.2 S2 13.50 3009 223 0.1 4248 315 315 D4 2832 1245 1587 HDU2(2)2X 0.2 S3 20.00 4218 211 0.1 5956 298 298 D4 2680 1440 1240 HDU2(2)2X 0.3 84 27.33 5253 192 0.1 7417 271 271 D4 2442 1660 782 HDU2(2)2X 0.2 S5 22.08 3056 138 0.1 4315 195 195 D6 1759 1502 256 HDU2(2)2X 0 S6 12.75 860 67 0 1214 95 95 D6 857 1223 -366 NO 1.00 18243 25758 PAGE 74- R16049 HALL CARE FACILITY LAD 01 25 16 FOOTING DESIGN CONCRETE STRENGTH: 2.5 KSI WALL WIDTH: 6 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 MOMENTLOAD FIG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (Fr.) (K-LB) PLF (INA2) FI -3089 6 12 18 44.1 0 188 0.00 0.00 NONE F2 1529 6 12 18 21.8 5 188 0.24 0.07 NONE F3 80 6 12 18 36.6 20 188 1.00 0.28 NONE F4 80 6 12 18 36.6 20 188 1.00 0.28 NONE F5 1638 6 12 18 21.8 4 188 0.18 0.05 NONE F6 -2119 6 12 18 36.2 0 188 0.00 0.00 NONE CONCRETE STRENGTH: 2.5 KSI WALL WIDTH: 6 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 MOMENTLOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) S I 1419 6 12 18 9.25 6 188 0.28 0.08 NONE S2 1587 6 12 18 13.50 4 188 0.20 0.06 NONE S3 1240 6 12 18 20.00 7 188 0.37 0.10 NONE S4 782 6 12 18 27.33 12 188 0.59 0.17 NONE S5 256 6 12 18 22.08 17 188 0.85 0.24 NONE S6 -366 6 12 18 12.75 0 188 0.00 0.00 NONE PAGE v D6 (28D6) 28 MIN. MIN. 0 1 7'-3" T-3" i,. c D6 -- .' tom!) ,. . • a UPPER FLOOR SHEARWALL PLAN NOTE: I. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING, ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. R18049 BROOKSIDE MC 2 STORY 02 22 16 WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: FRONT-TO-REAR WIND.SPEED Vult(MPH): 120 WIND SPEED Vasd(MPH): 93 EXPOSURE: B ' • BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT): LENGTH(HORIZONTAL, FT): 2.0 I: 1 WIDTH (TRANSVERSE, FT): 40.5 Kh: 0.7 ROOF MEAN HEIGHT(FT): 23.64 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.27 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 5 • qh: 13.16 THETA: 22.62 0.385 0.923 2a(FT): 8 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) (-Gepi) TOTAL TOTAL 1 0.538 4.71 9.45 2: -0.454 -8.35 -3.61 ': 3: ': -0.467 -8.51 -3.78 0.06 0.06 0.17 -4s :: -0:414 -7:82 -3.08 12.53 12.53 :5: 0:000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.771 7.78 12.52 2E -0.719 ) -11.83 -7.09 3E -0.648 -10.90 -6.16 -0.36 -0.36 -0.93 4E -0.598 -10.24 -5.50 18.02 18.02 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 12.53 0 18.02 0 UPPER 25-30 2.50 -4 12.53 20 18.02 310 UPPER 20-25 5.00 81 12.53 40 18.02 1736 UPPER 15-20 5.00 164 12.53 40 18.02 2776 4822 MAIN 0-15 10.50 421 12.53 84 18.02 6789 6789 846.00 TOTAL BASE SHEAR R: 11611 PAGE `D R16049 BROOKSIDE MC 2 STORY 02 22 16 WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: SIDE-TO-SIDE WIND SPEED: 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 2.0 I: 1 WIDTH(TRANSVERSE, FT): 40.5 Kh: 0.7 ROOF MEAN HEIGHT: 23.6 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.3 Kd: 0.85 GABLE(Y/N): V: 92.952 ROOF PITCH: 5 qh: 13.16 THETA: 22.62 0.385 0.923 2a: 8 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpI) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.538 4.71 9.45 2 -0.454 -8.35 -3.61 3 -0.467 -8.51 -3.78 0.06 0.06 0.17 4 -0.414 -7.82 -3.08 12.53 12.53 5 0.000. -2.37 2.37 6 0.000 -2.37 2.37 1E 0.771 7.78 12.52 2E -0.719 -11.83 -7.09 3E -0.648 _ -10.90 -6.16 -0.36 -0.36 -0.93 4E -0.598 -10.24 -5.50 18.02 18.02 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 12.53 0 18.02 0 UPPER 25-30 2.50 63 12.53 20 18.02 1144 UPPER 20-25 5.00 125 12.53 40 18.02 2287 UPPER 15-20 5.00 125 12.53 40 18.02 2287 5718 I MAIN 0-15 10.50 263 12.53 84 18.02 4803 4803 759.00 TOTAL BASE SHEAR R:1 10521 PAGE l\ R16049 BROOKSIDE MC 2 STORY 02 22 16 WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(8) 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 . F2.8 24.58 874 36 0.2 2411 98 98 D6 785 1393 -608 NO 0.5 F3.5 18.58 874 47 0.3 2411 130 130 -- 1038 1053 -15 NO 1.00 1747 4822 F2 LOAD TRANSFERS TO REST OF BUILDING 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) 0.5 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F2.8 9.42 1356 144 0.5 5805 617 617 -- 5549 847 4093 NONE 0.5 F3.5 18.58 1356 73 0.3 5805 312 312 -- 2812 1672 1124 NONE 1.00 2713 11611 FI AND F2 LOADS TRANSFER TO THE REST OF BUILDING AT MAIN FLOOR PAGE Z R16049 BROOKSIDE MC 2 STORY 02 22 16 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) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 S4 20.25 874 43 0.2 2859 141 141 D6 1129 1755 -626 NONE 0.5 S5 14.50 874 60 0.3 2859 197 197 D6 1577 1257 321 MSTC28 1.00 1747 5718 Si LOAD TRANSFERS TO REST OF BUILDING 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 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 S4 14.50 1356 94 0.3 5260 363 363 -- 3265 1275 1365 NONE 0.5 S5 16.50 1356 82 0.3 5260 319 319 D4 2869 1335 1855 HDU2(2)2X 1.00 2713 10521 Si LOAD TRANSFERS TO REST OF BUILDING PAGE 0 R16049 BROOKSIDE MC 2 STORY 02 22 16 FOOTING DESIGN CONCRETE STRENGTH: 2.5 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) F2.8 4093 7 15 18 9.4 21 259 0.78 0.29 NONE F3.5 1124 7 15 18 18.6 9 259 0.32 0.12 NONE CONCRETE STRENGTH: 2.5 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) S4 1365 7 15 18 14.50 6 259 0.22 0.08 NONE S5 1855 7 15 18 16.50 3 259 0.11 0.04 NONE PAGE , -Ill NA us Val MIIP Illilliiiiirldli .IIIIIIIII ----4 Lievilmalaili , ‘ollmill-air 111,1110„, illallkeii-‘2. 211"1111 til iptek ,.4 EJ. 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I CR .12 DVV.3 0 1#4,....,--z,-,..i.„, ,i S.S.X0•01.12.... :1; +112 C.,.. .5,12•0402....v• 1... .. , ,We' k OE Illi Iktii;17AV all,41W-Amplaiimpli-. Immo.s*. iral k:41.4me.teirill Plairma... -lh.S aiiiite 0110, Lb artt10004....X.1013.1n 0.1.0 414.4........41.... pi entimecitirecnomormooro.......051100 arecm.110.....ro..irteAlloor 6.0.1.4 Com...1. 14 ,04 ox12 CII.2 itu. t.f.x 17 Ow/..v• fir 031,1144.4 4141100.42 . 6,112 0.V.A rifilL &WM- if-' 4141111111110 Hie 4%.OIL,. lei 34,1.-Cit1.2..v. 1R11 R1 ) R1 �- 4 1 rji MANUFACTURED TRUSSES©T-0" 0/C,BY OTHERS UPPER ROOF FRAMING PLAN ROOF AND FLOOR FRAMING NOTES: (I) HEADERS TO BE R1: 4X8 DFL-#2 (61-0" MAX SPAN), U.N.O. (2) INTERIOR HEADERS TO BE 4X8 DFL-#2 (MAX. SPAN 4'-O"), U.N.O. (3) REFER TO ARCHITECTURAL DRAWINGS FOR ROOF FINISHING SPECIFICATIONS AND VERIFICATION OF ALL DIMENSIONS. lac -:f RN I R BEAM LOAD SHEET, CONT... :v,,f,F''trir>i E,_s;stl BEAM# ANALYSIS / SKETCH AND DESIGN Rt t bac, t t w) ODL,(5)0t)_Ic � (z��`l E4 =3t< R) 2 ()It Ltit t,„( l(z )=1l.S 2'1 t2S ; 52tS c'380-kt ,� //Ji�/4 C k.,(9.-0' t (L t y41 kk,=L\Otz =Itaof„ 3w 4�) h; ss r;ttt ,,, 1 S7 81-1-`-‘4 ardiffIGIIIVAI -Vti w) p,,c.,30 Nc. t Viz.x9„ � ,.= Pty r ` a 11-0Na, gL i •'• /153 PV s- S-t2,0-L 3?. t' \tomt,tot, ixo'a.._ w) Rix.,_MCkN) =r et4.. `i 0, .St R.)0-t)7Z2'S rL� �) fl- t2 tt iiia / // t1T L=(A'S)t2sl :�7.< tet✓ s,�;' /� �� \-14-p---- - L= & -4'/ t cr) b= r-5"1t 5: 11-s-,#- lgt QZ S, 4y 3*• k X Z a.' Q6,i vi Q{�� focuu ,� �t t p 23`Cbit _ IL w) Rnt.:(Nk. - ?-ia Ftp 5:31.53n __ ._ ' /Kr QSt:(.k t" t ,V) -3 -I'' 2z)i): tabvIt L: 1t,' wub1k. v-G,r) h = 9V� 1.)-6" i�x s_. 14-nu t tx, Pored tom' , w} fit;(4%tr) 964 R-) b_ �$bfit �� 01"11t�'• tSl =(LA 0.81 = f DPLi SS 6,--44- BEAM CALC SHEET PAGE , tURNIERBEAM LOAD SHEET, CONT... ,N flldi£lll't'&o USI:;11 SEAM# ANALYSIS SKETCH AND DESIGN W\ ,.(U) \:19Oeta s D,�1b > f1/41..::6-012,x » 300 ' S: 34q bA -1/'-,,t/ Z/1/ Nr) D: elot °z l 1 y 5= f33 k S "8004 1 E-r .YX 4l e Qck:1),Dt)2.WCASAIC b'/ VRDL r'OW tic':%oO Qty Y c_ /' ,_ 3f ``xn%' S: 2-0%o f cL t 1,-Rt,_`-4')tW \l't Al ii kaflL: $O'2 LZ- � `.,/moi V.-1M VS v+b0u3 W) i)-- q_2-3)00= 3`{5- 4 r.') b. k0`Ab it ' 1 9. r \\'. w\ 61'3 k\"-- W) ao L:l )(,1 = )- 4'- 11 w Ps�:- 013\0-C)- y-V) ?Lc. (2) a; fa.::,A / j'Aril t. fir\ t` % Sz1TS6'W L;7;- y" ' s. agst4 � 2-ri.. VAS "NIL w) tZ04- --= 2-3)ii<\,, 3`•tC'e`-'F Q., fl: 1'115 ti r? St (�23)(')S' SIC CA*. S' 173c t 1 1 � fi s= tint l'-'1' ti SEAM CALC SHEET PAGE ‘("10 tURNER BEAM LOAD SHEET, CONT... -t:,trig t r s:,.'st to BEAM# ANALYSIS SKETCH AND DESIGN R.\3: m wave_ w) Rot,.ic1t�'\:--7,-t.,5 PLV5:•7>titit V- '),'/?/ A/4 5: 11K011.91\ t tsL� f kt..zttc)cs5), ns_ftr... 5-. )cc-- n2 roti, \N‘141.,...,*-„, w} o I z VII"4 L,. ti vA\ its), Sts 2' : tawb est-=ciA\(-Ls--):, P s=3t 4k 7- ./' S: 223tA �� iN Qis, 1 ivi test, t ,l g�� tti� = l�� pj\ b Y-400- 1i 4» 11 p. 1L Cul=`s64 `77 s',Alew k ill t-t-?.t: tzs‘,.s-6S r -I-lbw .l tkn Qui) tty 3ai- z 2` 1?�- Sr: wilt Is 9,\-i-, 0u*n�ti Ab w) t/,- 36 9+-1- e'3 / ti'll z (1/41,' 5)fl'f' s;.1*-2-'1cii V-7-- -. //fj//4 S= 5=33/)6 i- kri,) D w53-ii ¢ig= it nv. \A,\ Cm-7z�zl ltn\_{w P IL\ -..-4t-6 if i , / 7.1 •z r 1 ,,,,,„,, t,=t,,a `1.41L got.-LzX WV 3� 94" 5 t kOzott L, G'4„ >i BEAM CALL SHEET PAGE t°\ fUR BEAM LOAD SHEET, CONT... err nINET4Ilir y 11:;l Sri BEAM# ANALYSIS SKETCH AND DESIGN Pc\: 1N1U4e tomo& w) Fo .--(uV 4 t1'3C M- Q.1) p3$qb ft E{, w �L=tR�C :zzs � s:!346-1 IIMEIVAPIIPA i ,407s R 0 5,L„ k' gcL-,i.)(w =2v)PK- _ t 8°i1 V;L-'- , S_ 2034 L. ZI,_a,. I TY- 1”.-',2illabif r._,:,.,7_,.-- ,'_---/t,,'I._V-44 'cL (�)1� �v%bse "' t It_, (L : BEAM CALC SHEET PAGE /b 3131 SW ORCHARD PLACE Project Title: GRESHAM,OREGON Engineer: Project ID: 503-970-8807tURNER Project Descr: RJ.TUR MCAST.NET ENGINEERING & DESIGN . J Printed:3 FEB 2916,243Fed Mti�[tl �@ $tm le B''' - • Fideg:C:tUsersl0wneirDropboitTURNER-1\2016EN-11R16049-1.ECS , p p . ; ENERCALC;INC:'.1983-2016.Build:6:16:1.28,:Vec6.16.1:28' • Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: ROOF BEAMS Wood Beam Design .,R9: ROOF HEADER --. • ::: Calculations per NDS:2012:IBC 2012,'CBC 2013,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fe-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.20 pcf Fb-Compr 875.0 psi Fe-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.3150, S=0.5250 klft,Trib=1.0 ft Design Summary IXQ315015(9.5254) .S•' Max fb/Fb Ratio = 0.789•1 •:L:: ' ::;:r: -. ::s,:: :: fb:Actual• 1,027.35 psi at 2.500 ft in Span#1 •r:S::•�:::::::::;r:.:•%•, ;'. %< x „- Fb:Allowable: 1,302.31 psi •-------•----•-•••-•••- Laad Comb: +p+S+H Max fv/FvRatio= 0.483:1 2 fv:Actual: 94.34 psi at 4.400 ft in Span#1 Fv:Allowable: 195.50 psi 5.01,4x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) _0 -.__..L . . jr a ._- -Wr.__, E H_. Downward L+Lr+S ---0.051 in Downward Total ..0.082 in Left Support 0.79 1.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.79 1.31 Live Load Deft Ratio 1168>360 Total Deft Ratio 730>180 Wood BemaDesign . R2 DOOR HEADER _ _ Calculationsp V}iDS 2012 IBC 2012 CBC 2013;ASCE T7`10 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.2 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.060, S=0.10 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.947• fb:Actual: of ofa.oso sto.loT ,2 3.03p 6.250ft InSpan#1 �_ •;3; ,,,, i. ;f. .._-..-...••, Fb:Allowable: 1,29164 psi -- -- - 'l=' ''•'`:Z. §Z.t ----- - .-:i••. - . :S.::.•..ar•.s'•,: Load Comb: +D+S+H •::•:-'r::%: Max fv/FvRatio= 0.274:1 12.5E1R 4x6 fv:Actual: 53.60 psi at 11.917 ft in Span#1 Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Li a w E U Downward L+Lr+S 0.382 in Downward Total 0.612 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 392>360 Total Defl Ratio 245>180 Wood Beam Desig , R3 DOOR HEADER _. Calculations per`NDS 2012,IBC 2012,CBC 2013,ASCE 7-i0' BEAM Size: 5.5x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.2 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unif Load: D=0.030, S=0.050 k/ft,Trib=1.0 ft Point: D=5.559, S=8.174 k @ 2.0ft Design Summary .,. x.., Max fb/Fb Ratio = 0.542.1 .0030 0.,:, fb:Actual: 1.492.58 psi at 2.000 ft in Span#1 " MMOCMOWIC_ Fb•Allowable: 2,755.89 psi Load Comb: +D+S+H ::. ..-......•••• ee: Max fv/FvRatio= 0.916:1 • fv:Actual: 279.28 psi at 2.260 ft in Span#1 Fv:Allowable: 304.75 psi 3.0 11.,1.5x9 Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 1. Lr a W E U Downward L+Lr+S 0.012 in Downward Total 0.019 in Left Support 1.90 2.80 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.75 5.52 Live Load Del Ratio 3112>360 Total Deft Ratio 1853>180 illR. - ER , 3131 SW ORCHARD PLACE ptpje, Title: I GRESHAM,OREGON Engineer: Project ID: 1 503-970-8807 Project Descr RJ.TURNER@COMCAST.NET ENGINEERING & DESIGN I --T--t Printed:3FEB 2016,Z43PM - .File=C'UserslOwneilDropboxtTURNER-112016EN-11816043 f.EC6 Multiple Siinnple`Seam - :. ENERCALC,INC.19$3-2016;"Briiki:6.16.1.28,Veri6.16.1.28 Lie.#:KW-06005610 • Licensee:RICHARD TURNER WoodBeam besign R4: INTERIOR HEADER Calculations per NDS 2012,IBC 2012,CBC2073,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pdl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.20 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads - Unif Load: D=0.1350, S=0.2250 Mt,Trib=1.0 ft Design Summary C(01-350),$(0 Z250) Max fb/Fb Ratio = 0.121;1 .:• '• •-:,:•' fb:Actual• 158.5.1 psi at 1.500 ft in Span#1 ,o f% :y Fb:Allowable: 1,304.74 psi '`'' - =';• Load Comb: +D+S+H Max fv/FvRatio= 0.098:1 fv:Actual: 19.15 psi at 2.400 ft in Span#1 Fv:Allowable: 195.50 psi ao n.4x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) g L It / w E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.20 0.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.34 Live Load Defl Ratio 12617>360 Total Deft Ratio 7886>180 m Design R5: INTERIOR Wod BeaHEADER Caiculatlons er NDS-20.14 it3G 2012 CBC20t3;ASCE-7-10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.20 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi. Eminbend-xx 470.0 ksi Applied Loads Unit Load: 0=0.2250, S=0.4250 k/ft,Trib=1.0 ft Point: 0=0.9750, S=1.434 k @ 2.0 ft Design Summary ...n.. Max fb/Fb Ratio - 0.860 at IXa225o S(0 425. fb:Actual• 944.68 psi2.000 ft in Span#1 t ,,__ t. � Fb:Allowable: 1,098.75 psi •"='� 1.S : :; Load Comb: + +SH it_rs' P•••-•-••-••••••••--- rt.:_:_:-• Max fv/FvRatio= 0.576:1 1C�� fv:Actual: 112. 9 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 6.0 ft.4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Li S W. € H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 1.33 2.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 1.75 Live Load Deft Ratio 1762>360 Total Dell Ratio 1104>180 Wood Beam besign R6: PORCH HEADER - '` /1 ,`,_...--„--.--;-:. -:Calculations per NDS_2012 IBC2012,:CBC 2013,-ASCE 740 BEAM Size: 5.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PM 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.2 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unit Load: D=0.210, S=0.350 k/ft,Trib=1.0 ft Point: D=0.9670, S=1.423k@5.0ft Design Summary Max fb/Fb Ratio = 0.814. 1. fb:Actual: 2,217.55 psi at 6.667 ft in Span#1 D(0.2101%0.350) Fb:Allowable: 2,725.19 psi ::•:- .•r Load Comb: +D+S+H .•.. .. . ............:-:%:.....-.....-......-.: ........ ....... Max fv/FvRatio= 0.417:1 A fv:Actual: 126.94 psi at 0.000 ft in Span#1 1s.o ft. 5.5x12 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr a w E H Downward L+Lr+S 0.485 in Downward Total 0.786 in Left Support 2.34 3.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1,98 3.24 Live Load Defl Ratio 395 >360 Total Defl Ratio 244 >180 3131 SW ORCHARD PLACE Project Title: alibRNER. GRESHAM,OREGON Engineer: Project ID: 503-970-8807 Project Descr: RJ.TURNER@COMCAST.NET ENGINEERING 6 DESIGN . , . ��=e�u � r�roru ,i2of,�r-31:61342°19-6'1 2"E43PM ck;Multi le Simple Beam' .' . 1, ., . _r ENERCALC,INC.1983-2016,Buid:6.16.1.28.Ver.6.16.12$,,;; Lic #:KW-06005610 Licensee:RICHARD TURNER 'Wood Beam Design R7_:PORCH HEADER ' f_'_� .. { _ Calculations per NOS 2012,IBC 2012,.CBC 2013,ASCE 7-10} BEAM Size: 5.5x12 GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.2 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unif Load: D=0.090, S=0.150 tilt,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.487.1 ato.aso>s(0.150) fb:Actual: 1,320.00 psi at 11.000 ft in Span#1 Fb:Allowable: 2,707.86 psi ;;1;: = :;.;;•:;;:' ` .:;::;:;::•;:?:3•::% •::;;;; Load Comb: +D+S+H ....... .........:.v-• •• �.:%�'rsw:+.{ f::•::r:::::::.::::•:::•::�:i.. Max fv/FvRatio= 0.180: 1 22.0 ft,5.5x12 fv:Actual: 54.80 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) P. L Lr s w E H Downward L+Lr+S 0.558 in Downward Total 0.892 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 473>360 Total Defl Ratio 295>180 WoodBeam Design R8 ROOF BEAM _ . 44:4::::::-:.- ; - . . s ,u Calculations per NGS`.2012,!BC:2012,.CBC 2013;ASCO30,1 BEAM Size: 5.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 ksi Density 31.2 pcf Fb-Compr 1850 psi Fe-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unif Load: D=0.180, S=0.30 k/ft,Trib=1.0 ft Point: D=0.9090, S=1.337 k @ 4.0 ft Design Summary Max fb/Fb Ratio = 0.705;1 7...., fb:Actual: 1,921.43 psi at 7.095 ft in Span#1D{0.190 S(0 30) Fb:Allowable: 2,723.85 psi Load Comb: +D+S+H . :-X-X•f :`-;;::;%%:~ ::�:: ...............i:ti r. :`:-.. -t:::-:-X..?•VSs;. -to Max fv/FvRatio= 0.387:1 fv:Actual: 117.87 psi at 0.000 ft in Span#1 16.5011.5.5x12 Fv:Allowable: 304.75 psi Load Comb: +D+5+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.456 in Downward Total 0.737 in Left Support 2.17 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.71 2.80 Live Load Deft Ratio 434>360 Total Defl Ratio 268>180 'Wood Beam Design R9 DOOR HEADER : .; 4 m-� Calculations per NDS 2012„IBC:2b12,CBC 2013,ASCE7��,10j BEAM Size: 3.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.2 pcf Fb-Compr 875 psi Fe-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.30, S=0.50 k/ft,Trib=1.0 ft Unif Load: D=0.1850, S=0.1750 k/ft,Trib=1.0 ft Unif Load: D=0.020, L=0.080 klft,Trib=1,0 ft Design Summary Max fb/Fb Ratio = 0.792• 1 �, 3 ° ngtiP$ I i fb:Actual: 688.66 psi at 3.000 ft in Span#1 •:• =' ::�: '' °':: r Fb•Allowable: 869.69 psi :::;;'ti a::.X ••;;: ;::Y.:::: •s:: :'.X.4 Load Comb: +D+0.750L+0.7505+0.450W+H LV,•.•.:.•. ..:%;:::•::%:::•r:• ..,..,,... ••=r• Max fv/FvRatio= 0.455: 1 fv:Actual: 77.28 psi at 5.020 ft in Span#1 Fv:Allowable: 170.00 psi eo.15x12 Load Comb: +D+0.750L+0.750S+0.450W+H Max Deflections Max Reactions (k) 4 6 Lr $ VI S H Downward L+Lr+S 0.030 in Downward Total 0.053 in Left Support 1.52 0.24 2.03 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 1.52 0.24 2.03 Live Load Deft Ratio 2383>360 Total Deft Ratio 1363>180 �2/ 3131 SW ORCHARD PLACE Project Ike: GRESHAM,OREGON Engineer: Project ID: r 503-970-8807 Project Descr: F t RJ.TURNER@COMCAST.NET ENGINEERING & DESIGN Printed:3 FEB 2076,?43AM11 r File=C\UserstOwnetDropboxxTURNER-112016EN-r.R160 - EC6Multi Ie Simple-Beam ` i. r. ENERCALC INC. 983 2016;Build:6.16.1.28;Ver6.1628• Lic.#:KW-06005610 Licensee:RICHARD TURNER Wood Beam Design R10 WINDOW HEADER r • Calculations per NDS,2012,IBC 2012,CBC 2614,74g 740 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.2 pcf Fb-Compr 875 psi Fe-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.3450, S=0.5750 k/ft,Tnb=1.0 ft Design Summary D(0.3450)S(0.5756) Max fb/Fb Ratio = 0.612. 1 .as:•..;:.•.;.•.••::.•;•-t.g.:;::.:..':�.: fb:Actual: 672.91 psi at 3.000 ft in Span#1 • == == Fb:Allowable: 1,098.75 psi a .:. LoadCom : + + �:=........:t......,. ....a"✓".�:..: :�:........... Comb D+S H Max fv/FvRatio= 0.373:1 fv:Actual: 72.90 psi at 5.080 R in Span#1 Fv:Allowable: 195.50 psi 60rt,4,02 Load Comb: +D+S+H Max Deflections Max Reactions (k) 4 L LE a W E ht Downward L+Lr+S 0.031 in Downward Total 0.050 in Left Support 1.04 1.73 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 1.73 Live Load Defl Ratio 2305>360 Total Defl Ratio 1441>180 Wood Beam Design R11 WINDOW HEADER Calculations.,; _- s 1. -. y per NDS 2012 IBC 2012,CBC 2013`ASCE 7-10; BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-PM 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 31.2 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.270, S=0.450 k/ft,Trib=1.0 ft • Point: D=2.013, S=2,959 k @ 1.0 ft Design Summary -- Max fb/Fb Ratio = 0.853. 1 •0270, 0.450 isimi fb:Actual: 1,113.84 psi at 1.000 ft in Span#1 MINIC__1111111111- Fb:Allowable: 1,305.90 psi Load Comb: +D+S+H ill1 • Max fv/FvRatio= 0.839:1 A fv:Actual: 163.98 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 2.0R 4x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D t= 1.4 ,g W E U Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 1.28 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.28 1.93 Live Load Defl Ratio 3402>360 Total Defl Ratio 2040>180 - Wood Beam Desi n` +R12 WINDOW HEADER • g . ,, i-f .. : Calculations}ler NDS:2012,IBC 2012,CBC 2013;ASCE 7-10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fe-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.20 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=0.3450, S=0.5750 k/ft,Trib=1.0 ft Point: D=0,9820, S=1.443 k @ 1.750 ft Design Summary ,,.. - Max fb/Fb Ratio = 0.521•1 .o.3550, 0.5750 fb:Actual: 573.87 psi. at 1.750 ft in Span#1 =_.+■. Fb:Allowable: 1,102.40 psi Load Comb: +D+S+H Max fv/FvRatio= 0.383: 1 •a. • Iv:Actual: 74.81 psi at 2.567 ft in Span#1 Fv:Allowable: 195.50 psi 3.508.012 Load Comb: +0+5+11 Max Deflections Max Reactions (k) t2 t 1.r. a W E ± Downward L+Lr+S 0.008 in Downward Total 0.013 in Left Support 1.09 1.73 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.09 1.73 Live Load Deft Ratio 5411 >360 Total Deft Ratio 3293>180 74 tli - NER ENGINEERING & DESIGN ::Mulfiple Simple Beam ti. ;1: Fie=Culsetsl0fiver1Dropbwd7URNER 112016EN-1iR16049-1EC6' 4 Sit . ENERCALC,INC:1983-2016:Bu11d:6.16127,Ver616127.. Lie.#:KW-06005610 Licensee:RICHARD TURNER Description : ROOF BEAMS 2 Wood Beam Design R13 DOOR HEADER - ' -;:310:u.:,,--, . . :; , : ;, - . ; � Calculations per XI IBC 2012,CBC 2013;ASCE 7-10. BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.20 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 pst Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.2250, S=0.3750 k/ft,Tub=1.0 ft Point: 0=1.061, S=1.559 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.678.1 D(0 225(1,S(0.3750) fb:Actual: 677.61 psi at 2.280 ft in Span#1 3 r Fb•Allowable: 999.62 psi -:-..... Load Comb: +0+5+H ::•;i :3ko ° :;•::r.• Max fv/FvRatio= 0.669:1 :..............:..:.......... •Z fv:Actual: 130. 2 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 6.09.4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr $ w E M Downward L+Lr+S 0.031 in Downward Total 0.051 in Left Support 1.56 2.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 1.38 Live Load Defl Ratio 2298>360 Total Defl Ratio 1411 >180 3Wood Beam DesignR14 WINDOW HREADE _ _- - ,£- F, %i. ?c i ; Calculations per 2012:NDS,IBC 2012,:CSC 2013 ASCE 7 10 3 BEAM Size: 3.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.20 pcf Fb-Compr 1,850.0 psi Fe-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.3150, S=0.5250 k/ft,Trib=1.0 ft Point: D=1.518, S=2.231 k@3.750 ft Design Summary -- Max Max fb/Fb Ratio = 0.680;1 D(0.3150151 5250) fb:Actual: 1,847.95 psi at 3.750 ft in Span#1 .7. .1. Fb:Allowable: 2718.26 psi 1.: ____- --....... ....... .. '• Load Comb• +D+S+y :•:: � ::_: 5 =' ... .: Max fv/FvRatio= 0.493:1 2 fv:Actual: 150. 0 psi at 6.525 ft in Span#1 Fv:Allowable: 304.75 psi 7.509.3.5x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L s s W E 11 Downward L+Lr+S 0.079 in Downward Total 0.129 in Left Support 1.94 3.08 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 1.94 3.08 Live Load Defl Ratio 1139>360 Total Dell Ratio 695>180 -Wood Beam Design:::l R15 INTERIOR HEADER O - _ "II`thm '_'• ` Calculations r 12:NDS IBC-2012.CBC 2013 ASCE 7-107 BEAM Size: 8x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fe-Pril 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.20 pcf Fb-Compr 875.0 psi Fe-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.180, S=0.30 k/ft,Trib=1.0 ft Point: 0=3.242, S=4.767 k @ 3.0 ft Design Summary ...., Max fb/Fb Ratio = 0.663.1 .o-160 ..30 fb:Actual: 665.85 psi at 3.000 ft in.Span#1 ._:...R Fb:Allowable: 1,004.56 psi l'.;: Load Comb: +D+S+H .•;:::......'•s:•:... Max fv/FvRatio= 0.790:1 A A fv:Actual: 154.44 psi at 3.053 ft in Span#1 Fv:Allowable: 195.50 psi 4.0 ft.6x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D 1 is A w E ti Downward L+Lr+S 0.010 in Downward Total 0.017 in Left Support 1.17 1.79 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 2.79 4.18 Live LerccDefl Ratio 4616>360 Total Defl Ratio 2771 >180 tUR: . E l5. '_,.. ENGINEERING & DESIGN Multiple Simple Beam Fle CAUsers er0ra xTURNER 112016EN•-Ira s049'-j_EC6 u„ y,.. • ENERCALC,INC..1983-2016,:Bu11d:6.16.1.27,Ver.6.18.1:27. Lic..#:KW-06005610 Licensee:RICHARD TURNER Wood Beam Design R16 WINDOW HEADER ,-..7-,::'A,,-,',.', Calculations per 2012 NDS IBC 2012;CBC 2013;'ASCE 7710 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prii 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 31.2 pcf Fb-Compr 875 psi Fe-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.030, S=0.050 k/ft,Trib=1.0 ft Point D=0.3810, S=0.5590 k @ 2.0 ft Point D=0.3810, S=0.5590 k @ 4.0 ft Design Summary - -- Max fb/Fb Ratio = 0.674. 1 D10.030 6(0.050)�' fb:Actual: 876.67 psi at 3.000 ft in Span#1 Fb:Allowable: 1,301.03 psi Load Comb: +D+S+H • • Max fv/FvRatio= 0.342:1 A A fv:Actual: 66.92 psi at 5.400 ft in Span#1 Fv:Allowable: 195.50 psi 6.0 ft,4x8 Load Comb: +D+S+H Max Deflections - Max Reactions (k) 9 1. t_r S w E H Downward L+Lr+S 0.062 in Downward Total 0.103 in Left Support 0.47 0.71 Upward L+Lr+S 0.000 in Upward Total 0-000 in Right Support 0.47 0.71 Live Load Defl Ratio 1167>360 Total Defl Ratio 699>180 Wood Beam Design R17: INTERIOR BEAM r. ..r. t Catc i1ations'per 2012:NDS,iBC 2012,CBC 201' ASCE 710 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 31.2 pcf Fb-Compr 875 psi Fe-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.030, S=0.050 klft,Trib=1.0 ft Point: D=0.270, S=0.3980 k @ 2.0 ft Point: D=2.553, S=3.754 k @ 3.0 ft Design Summary .....,.....m, Max fb/Fb Ratio = 0.511. 1 oto.oso io.a5o fb:Actual: 513.17 psi at 3.000 ft in Span#1i_,., __ _ :` Fb•Allowable: 1,004.56 psi f: • Load Comb: +D+S+H Max fv/FvRatio= 0.625:1 fv:Actual: 122.10 psi at 3.053 ft in Span#1 Fv:Allowable: 195.50 psi 4.0 ft.8x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LE a w E .d. Downward L+Lr+S 0.008 in Downward Total 0.013 in Left Support 0.83 1.24 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 2.11 , 3.11 Live Load Defl Ratio 5988>360 Total Defl Ratio 3571 >180 Wood Beam Design R18INTERIOR HEADER Calculations per 2012NDS,IBC 2012,`CBC 2013gASCE 7,10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.2 pcf Fb-Compr 875 psi Fe-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.20, L=0.480Mt,Trib=1.0ft Unif Load: D=0.030, S=0.050 k/ft,Trib=1.0 ft Design Summary %MOp,., Max fb/Fb Ratio = 0.638.1 - v:: :s: ;::=.%:�: ;:;:•:;:;y:;.;:..;:;:_o::;.:;;::s: fb:Actual: 609.47 psi at 3.250 ft in Span#1 j::: ::'•:..s . .: :•;• ....•.•.•:,,• •: •.•.• Fb:Allowable: 955.90 psi r.:; :: . •:••:::.:.;:.: :.::::.•:.::.;-,•:<;r Load Comb: +D+L+H •.•. -- - ==•w •:•:•!:51.:? I tURNER • ENGINEERING & DESIGN Multipl8 Simple Beam ;'I , t- F7e=C:lUsers106verlDropbozlTURNER t12Q16EN-11816649-LECs ENERCALC.INC.19834616,:66111:06.i 27,Ver.6.16.1.27 Lic.#:KW-06005610 Licensee:RICHARD TURNER Wood Beam Design: `R19 INTERIOR HEADER :,'i_-,-44.6',.- ... Calculations per 2012 NDS,IBC 2012 CBC.2013,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PM 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksl Density 31.20 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=0,1350, S=0.2250 k/ft,nib=1.0 ft- Point: D=0.6860, S=1.009 k @ 1.0 ft Design Summary ..., Max fb/Fb Ratio = 0.641•1 M135015(022501 fb:Actual: 834.44 psi at 1.550 ft in Span#1 ; :•.•,.1, ,-,.,.., . Fb:Allowable: 1,302.31 psi •%%%::�':%•:'r.... .. .. ,. . :•:%•:•'• Load Comb: +D+S+H • Max fv/FvRatio= 0.617:1 - fv:Actual: 120.59 psi at 0.000 ft in Span#1 Fv:Allowable: 195.50 psi 5.0 ft.4x5 Load Comb: +D+S+H Max Deflections Max.Reactions (k) P L Ls S ......A.:__.._E II Downward L+Lr+S 0.040 in Downward Total 0.066 in Left Support 0.89 1.37 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 0.47 0.76 Live Load Defl Ratio 1494>360 Total Defl Ratio 913>180 Wood Beam Design R20: PRCH BEAM : , ,4 ` , ;Calculations per 2012,NDS IBG 2012,CBC 2013,ASCE 7-10 BEAM Size: 5.5x13.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fe-Pril 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.2 pcf Fb-Compr 1850 psi Fe-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unit Load: D=0.150, S=0.250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.586.1 0(0.150)5(0 250) fb:Actual 1,583.84 psi at 10.500 ft in Span#1 Fb 2 Allowable: 702.64 psi g% ... ' '. ';?: .. Load Comb: +D+S+!j : . ...........::{fiti;::....:::'•.:}:a%:%I: ?::::L......... :y;:- .;f Max fv/FvRatio= 0.249:1 21.0 ft.5.5x13.5 fv:Actual: 75.80 psi at 19.880 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 I. Ls a gy E LI Downward L+Lr+S 0.542 in Downward Total 0.867 in Left Support 1.58 2.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.58 2.63 Live Load Deft Ratio 465>360 Total Dell Ratio 290>180 Wood Beam Design': R21 FLOOR BEAM 7= folO '''' --:- Calculationsper 2012;NDS,IBC_2012,CBC 2013,ASCE 7-10 BEAM Size 3.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fe-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.2 pcf Fb-Compr 1850 psi Fe-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unif Load: 0=0.170, L=0.360 k/ft,Trib=1.0 ft Unif Load: D=0.060, S=0.10 k/ft,Trib=1,0 ft Design Summary `� Max fb/Fb Ratio - 0.647. 1 lQ .''•.),„1na . fb:Actual: 1,517.14 psi at 6.000 ft in Span#1 -.-.------- -- ,,, ,.;,.•,,;,.,,.;.;, Fb:Allowable: 2,343.80psi t:•:.; , 11.1: NER ENGINEERING 5 DESIGN Multiple Simple:'Beam : s File=C:lUserstOliver{UopboxtTURNER- 14,16079.4!16079-1.EC6 ENERCAIC,INC.1983-2016.Build6;16 2:18U6:16.2.18 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description : BASEMENT BEAMS Wood Beam Design Bi: BASEMENT BEAM Calculations per NDS 2012,IBC 2012,CBC 2013 ASCE 7-10. BEAM Size: 5.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 31.20 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.020, L=0.080 kilt,Trib=1.0 ft Point: D=0.960, L=3.840 k @ 12.0 ft Point: D=1.210, L=2.240, S=1.080 k @ 12.0 ft Design Summary Max fb/Fb Ratio = 0.769:1 """"""""' fb:Actual: 1,827.64 psi at 11.997 ft in Span#1 o(o.ozo)L(o.oso) Fb:Allowable: 2,376.75 psi j••• -�' ;;a-X..-:, • + - r Load Comb: +D+L+y __ _ Max fv/FvRatio= 0.630:1 fv:Actual: 167.07 psi at 13.767 ft in Span#1 1a 750 n.5.sx12 Fv:Allowable 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr a W E H Downward L+Lr+S 0.328 in Downward Total 0.439 in Left Support 0.55 1.72 0.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.91 5.54 0.88 Live Load Defl Ratio 538>360 Total Deft Ratio 402 >180 WoOd Beam Design B2 BASEMENT BEAM - __< Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 5.5x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/OF 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 31.20 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unit Load: D=0.150, L=0.60 kilt,Trib=1.0 ft Point: D=1.910, L=5.540, S=0.880k@3.750ft Design Summary a Max tb/Fb Ratio = 0.732. 1 ixo.1 Qum fb:Actual: 1,749.29psi at 3.750ft in Span#"1 t •. _•.__..... ,__________, Fb:Allowable: 2,389.10 psi :- a:•:. s•:•:;:>:•;•::•-:•'• :;:;<:;•::::: :i::❖• • Load Comb: +D+L+H iKti: : :• Max fv/FvRatio= 0.498: 1 r f�: .:2 fv:Actual: 131. 6 psi at 6.525 ft in Span#1 Fv:Allowable: 265.00 psi 7.50 R.5.5x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.089 in Downward Total 0.117 In Left Support 1.52 5.02 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.52 5.02 0.44 Live Load Deft Ratio 1006>360 Total Deft Ratio 766>180 /2v CONCRETE FOOTINGS SUMMARY PAGE GENERAL CONCRETE STRENGTH: 2500 PSI tURNER INFORMATION REBAR YIELD STRENGTH: 60 KSI CONCRETE DENSITY: 145 PCF ENGINEERING 6 DESIGN ALLOWABLE SOIL BEARING: 1500 PSF SOIL PASSIVE RESISTANCE: 250 PCF SOIL/CONCRETE FRICTION COEFF: .30 `p R DIMENSIONS: REINFORCING: CAPACITY: gU ;ice" It 11 1 - 4 Fl 2' 0 X 2'-0 X 8' (2)-#4 BARS BOTH WAYS 5500# MAXIMUM MOMENT: .9750'Is-ft P` )i t r MAXIMUM 1-WAY SHEAR LOAD: 19.50 psi : Y r" *k- GOVERNING RATIO: SOIL BEARING (.9813) z • 14, tik DIMENSIONS: REINFORCING: CAPACITY:'e � F2 Z-3"X 2'-3"X 8" (3)-#4 BARS BOTH WAYS 7000# MAXIMUM MOMENT: 1.30 k-ft gtVg 1 ��� �,��� ,� . MAXIMUM 1-WAY SHEAR LOAD: 24.395 psi s ' r 1 ._. GOVERNING RATIO: SOIL BEARING (.9860) 4 r m DIMENSIONS: REINFORCING: CAPACITY: k � F3 2'-6"X 2'-6"X 8" (3)-#4 BARS BOTH WAYS 8600# MAXIMUM MOMENT: 1.57 k-ft O ; . .• MAXIMUM-1-WAY SHEAR LOAD: 27.911 psi GOVERNING RATIO: SOIL BEARING(.9820) z DIMENSIONS:,.. REINFORCING: CAPACITY: a3 '-Z gYtd� ("� 4`'' F4 2'-9" X 2'-9"X 10" (4)-#4 BARS BOTH WAYS 10400# ( F�—a x�kxrf . X MAXIMUM MOMENT: 1.475 k-ft t rI MAXIMUM 1-WAY SHEAR LOAD 15.434 psi GOVERNING RATIO: SOIL BEARING(.9973) r.:.. ! w z DIMENSIONS: REINFORCING: CAPACITY: r 4,', '' FS 3'-0"X 3'-0"X 8" (4)-#4 BARS BOTH WAYS 12500#fit i rtx� ._x MAXIMUM MOMENT: 1.797 k-ft rtd• ' tft MAXIMUM 1-WAY SHEAR LOAD: 30.333 psi t tfU ,,.4,, -g GOVERNING RATIO: SOIL BEARING (.9907) • DIMENSIONS: REINFORCING: CAPACITY: F6 3'-6"X 3'-6"X 10" (4)-#4 BARS BOTH WAYS 16000# - MAXIMUM MOMENT: 2.374 k-ft ' saan t !-A ,$ MAXIMUM 1-WAY SHEAR LOAD:22.358 psi GOVERNING RATIO: SOIL BEARING (.9513) L. NOTE:ALL REBAR TO BE A MIN.3"FROM EDGE OF CONCRETE AT BOTTOM OF FOOTING. CONCRETE FOOTINGS SUMMARY PAGE CONTINUED z f-- DIMENSIONS: REINFORCING: CAPACITY: 3.r� N F7 4'-0" X 4.-0"X 12" (6)-#4 BARS BOTH WAYS 21000# -, , R-Y=-_x MAXIMUM MOMENT: 3.192 k-ft ��� �� MAXIMUM 1-WAY SHEAR LOAD: 18.765 psi t ... „ ._ GOVERNING RATIO: SOIL BEARING (.9720) ' . x r. „ DIMENSIONS: REINFORCING: CAPACITY: � � F8 4'-6”X 4'-6"X 12" (6)-#4 BARS BOTH WAYS 27250# t'..,_..2a ...x MAXIMUM MOMENT:4.244 k-ft ! �� � MAXIMUM 1-WAY SHEAR LOAD: 24.444 psi { __._ r.; ,. i GOVERNING RATIO: SOIL BEARING (.9940) f . ''' i i---v ; DIMENSIONS: REINFORCING: CAPACITY: F9 5-0"X 5'-0"X 12" (7)-#4 BARS BOTH WAYS 33750# ` - ( } qme 4 MAXIMUM MOMENT: 5.303 k-ft I i hilts V MAXIMUM 1-WAY SHEAR LOAD. 28.559 psi -4 i GOVERNING RATIO: SOIL BEARING (.9967) i SCF YCaI,:-Ita.. i tl z rititi—AVAingiii DIMENSIONS: REINFORCING: CAPACITY: 3o:AE;disitMli F10 5`-6" X 5-6"X 12" (8)-#4 BARS BOTH WAYS 41000# .. . t-�,, X MAXIMUM MOMENT:6.618 k-ft bi -14 PMAXIMUM 1-WAY SHEAR LOAD: 33.67 psi + �, _. GOVERNING RATIO: SOIL BEARING (1.0) i { -" Kill''M t PIP A DIMENSIONS: REINFORCING: CAPACITY: ' � P11 6'-0"X 6'-0"X 14" (10)-#4 BARS BOTH WAYS 47750# Im' mit 4�- X MAXIMUM MOMENT: 6.913 k-ft r4 MI, itlibAai s , s MAXIMUM 1-WAY SHEAR LOAD: 26.515 psi w„A-,,,..4.4,-,,,,,:h� ,-4 GOVERNING RATIO: SOIL BEARING (.9973) � f l I.._.-_....45x`9_.'_.....,__._.._...�. fi r-- i n DIMENSIONS: REINFORCING: CAPACITY: i to�.�` F12 6'-6”X 6'-6"X 14" (10)-#4 BARS BOTH WAYS 56000# �s1 a MAXIMUM MOMENT:8.215 k-ft i y ' it '�z i MAXIMUM 1-WAY SHEAR LOAD: 28.531 psi i ce, " 3. �;i GOVERNING RATIO: SOIL BEARING .9967 I x i " NOTE:ALL REBAR TO BE A MIN.3"FROM EDGE OF CONCRETE AT BOTTOM OF FOOTING. V) ---7-11----- 2X STUD WALL , i iii P.T. SILL PLATE WITH 3/2" EXTERIOR SHEAR WALL 1 LI-TYPE BOLT, EMBED 7" SHEATHING AND NAILING PER MIN. INTO STEM WALL SHEAR WALL PLAN ; r r , 7 II �o . t I1 . w0cov — � � > © Q2 6" O (1) - #4 VERTICAL BAR @ z 48" O.C. WITH'6"..HOOK a AT EACH SND;. .. .�'-,,, � '..t? .. AZO d � d y a (1)-#4 CONTINUOUS BAR UAT BOTTOM OF FOOTING JAND TOP OF STEM WALL 1'-0" (EXTEND REBAR AROUND 1:16 CORNERS MIN. 5'-0") NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 41FOOTING SECTION • SCALE: NONE '77t 2X STUD WALL P.T. SILL PLATE WITH '/f EXTERIOR SHEAR WALL J-TYPE BOLT, EMBED T' SHEATHING AND NAILING PER r N. INTO STEM WALL SHEAR WALL PLAN II m6" � (1) - #4 VERTICAL BAR @ 48" O.C. WITH 6" HOOK AT EACH END • Q (2)-#4 CONTINUOUS BAR AT BOTTOM OF FOOTING AND U (1)-#4 AT TOP OF STEM WALL 1'-0" (EXTEND REBAR AROUND CORNERS MIN. 5'-0") NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 2 FOOTING SECTION 3. SCALE: NONE . SIMPSON CLIP AND SILL PANEL EDGE NAILING PLATE NAILING PER SHEAR WALL SCHEDULE FLOOR JOIST AND SHEATHING PER PLAN /I 1 A .-42X PONY WALL a P.T. SILL PLATE WITH %" 2 0 J—TYPE BOLT, EMBED 3" MIN. p., INTO STEM WALL V _.&' 4 Q A ' 4 y " ^ ' (2)—#4 CONTINUOUS BAR AT O Z BOTTOM OF FOOTING uO O a 1'-6" C > NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. FOOTING SECTION .,, •• SCALE: 1" = F-O" EXTERIOR SHEAR WALL SHEATHING AND NAILING 2X STUD WALL PER SHEAR WALL PLAN `\v� JOIST PER PLAN 2X BLOCKING 2X P.T. SILL PLATE WITH J-TYPE BOLT, EMBED 7" MIN. INTO STEM WALL T fI N I � (1) - #4 VERTICAL BAR @ 0 0- 24" O.C. WITH 6" HOOKt. 6" AT EACH END A D � r-t 4 i t (2)-#4 CONTINUOUS BAR AT BOTTOM U OF FOOTING AND (1) AT TOP OF STEM 1'-0" WALL (EXTEND REBAR AROUND CORNERS MIN. 5'-0") NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 4 FOOTING SECTION • SCALE: 1" = 1'-0" Vt 16d NAILS @ 3" O.C., TYP. ENTIRE LENGTH OF STUD i BOLTED HOLDOWN SHEARWALL PER PLAN SHEATHING AND NAILING PER SHEAR WALL PLAN 0)35 CORNER PLAN VIEW SCALE: 1" = 1'-Q" 775