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Specifications /t-t sr -c -a d3z Pbt,1-4 w VSa/1-147,-17 RECEIVED AUG 162016 CITY OF TIGARD BUILDING DIVISION LATERAL CALCULATIONS FOR CORBIN ESTATES LOT 3 TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE1 08/09/16 JOB NUMBER: R16447 .40 PRopkzs, 4*2 58 49PE OREGON 1C',y '15 2���� RD IEXP.DATE: 06-30-18 1 INDEX OF CALCULATIONS: PAGES DATE: 08/05/16 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 TALL WALL ANALYSIS AND DESIGN: 11 TO 14 i ® OMO IN. T. r ® 3 1 3 I" I 11 zo D6 i. c © TALL WALL, Z,, � BRACED BY �Kli a WALL L...�PORCH ROOF TALL WALL`y k"----.... (i) ELEVATION W BRACED BY'' I MIN. PORCH ROOF MIN. 2'-6 2'-6" m /� D6 ?, -f8 d/ / ? / ' 2l� B iv I lt, 01.. c.', ^ MIN. I 4, % LIT.: ets, or I / ——7-3�J? I I — 1 ,is, I I I /? I c_, rz÷8 r I 1 I I I / z iv 1 gii 0 sin ":... 1111 1 •:::MIN. ' I MIN. 1 4'-1" 7'-0': 1 D6 1 I �. I o 0 1 I _ _ z- 1 72. I I D6 1 I I I i I I I I 1 F4 1 I I— n I 1 I -4I- I a I I I aa22 � i I I 1 I 1 I 1 0 L I I I I II • I I I I I I I I I I i I I 1 I I 1 1 I I I 1 I I ., I I •O 1 F1 F2 F 4 FS UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING,ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. ( Rik LlikD3) 0 DTT1Z L QMir 416,. — 4-6; ® 1 MIN. •T N 3'-1" 2'- 2 1 zo X11 0 1 HORIZONTALS WINDOWAT W WINDW DTT1Z `// • Ins I • 1 I I 1 1 1 .. :: I I , 1 I I I I I I. zo m 1 _ © 1 1NMIN. MCST40 BEAM TO 11'-10" BEAM O • dIIIV MO r k. zo• i �i •2- 11 0 ..pelfin 1 • } • • 1> I \ > : / 7—ZL . a3 4 / i —T 7) 'o 1111111.1111111111 /1// . 0 MIN. • / • 5' ® z-' zo 'i g 0 • I 1 O WALL ELEVATION Q MIN. �— OPP.Ark WALLIclir 2 2X" la 2'-2.X" War ELEVATION 1 F2 2 F3 0 F5 MAIN FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING, ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. 1 4, 4: �t°� -_l p!A 'St �l° SOT�. /�°T g,ggh `k�OT�, 0 , r Lam' i; _ _- — — —_ —_ _, j15I" -- TT - .i 1. ( l A 1 1 1 1 1 c , (4) (±) t,-) (4) 91 11 1 .. °�i �I I (I) (4,1 (1') j>) 1 , I � 1 II ' it °T�1 II 1 1 1 1 71 I I 1 _ III I I 1 ���— I i 1 _—®� _i I II ) (,) (4) J ) (t) ( ) (r) I (I) (t) ) rt-� Y- -y 1-- r��-�-j1; „ IT p ( ) ( ) (I ( 1 (-4,-, 1 1 I 1 ( I ) L I .r -�-- L _,I 1 1 1 1 1 1 1 1 1 1 , i I I 1 i 1 1 1 1 1 1 1 1 1 1 ` :1 ) (I ) (_rI) 1i, ;t ( (�l (�1 (�, (j) ; ) 1 1 1 1 1 OO ( l ( , ( l (�) 1 1 1 � c ,I� V I ; aI 1 i 1 1 1 1 1 1 1 i 1 \ 4,1 i 1 1 1 1 1 1 1 1 1 1 11 (�1�) (�,, (4) (,)I • , _—�- - I r1 (�1 (4,) (_i) 9t::i -� 1 1 1.1 Irl I I 1J I , ) (T, 1' i 1 1 1 1--,1 1 c , -- • u 00 `r b0 1 1 1 11 Ir "I'11.4 � .y / (I) (I) (1 (11 ( �l°+ :I I _ I i° T° itp, ,,„ , ,,,, 0,,,,, , 2.1 .,1 +,v I I t° iI I I PARTIAL FOUNDATION PLAN 40.?. 3 .4, 4, ..,,,,,,, .,..,, cc 5 4 scip F5 R16447 CORBIN ESTATES LOT 3 TWO STORY LAD 07 29 16.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION: FRONT-TO-REAR T Sa RISK CATEGORY: II TABLE 1.5-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 24.63 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 Si: 0.319 MAPS 0.2 0.734 Ie: 1.000 TABLE 1.5-2 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sins: 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 Shc: 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: 0.221 EQ. 12.8-7 0.800 SEISMIC DESIGN 0.700 i* CATEGORY(.1 SEC): D TABLE 11.6-1 SEISMIC DESIGN 0.600 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 SIMPLIFIED 0.300 ! # FORCE (V): 0.135 W 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.186 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 1.5 2 Cs(ACTUAL): 0.113 W •Seriesl EQ. LATERAL FORCE (V): 0.113 W PAGE 1 R16447 CORBIN ESTATES LOT 3 TWO STORY LAD 07 29 16.xlsx 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 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 1071 536 1559 0 0.250 1.00 1 MAIN 1607 803 1757 0 0.250 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM 'V' UPPER 20.0 33167 663330 33167 5137 3596 3596 12.8-11,12 MAIN 10.0 39258 392578 72424 3040 2128 5724 12.8-11,12 72424.25 1055908 8178 5724 V(LBF): 8178 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7 (LBF): 5724 2.4.1 ASD(L.C. 5,8) SEISMIC LOAD: SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 1071 536 1559 0 0.406 1.00 1 MAIN 1607 803 1757 0 0.357 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM'V' UPPER 20.0 33167 663330 33167 5137 3596 3596 12.8-11,12 MAIN 10.0 39258 392578 72424 3040 2128 5724 12.8-11,12 72424.25 1055908 8178 5724 V(LBF): 8178 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 5724 2.4.1 ASD(L.C. 5,8) PAGE R16447 CORBIN ESTATES LOT 3 TWO STORY LAD 07 29 16.xlsx • WILOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPEND 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): 46.5 I: 1 WIDTH (TRANSVERSE, FT): 72.5 Kh: 0.7 ROOF MEAN HEIGHT(FT): 22.31 Kzt: 1 TOTAL ROOF HEIGHT (FT): 24.63 Kd: 0.85 GABLE (Y/N): V: 93 ROOF PITCH: 3 qh: 13.16 THETA: 14.04 0.243 0.970 2a(FT): 9.3 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 P (FIGURE 6-5) (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.478 3.93 8.66 2 -0.690 -11.45 -6.71 3 -0.436 -8.11 -3.37 -0.81 -0.81 -3.34 4 -0.374 -7.30 -2.56 11.22 11.22 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.724 7.17 11.90 2E -1.070 -16.45 -11.71 3E -0.626 -10.61 -5.87 -1.42 -1.42 -5.84 4E -0.557 -9.69 -4.96 16.86 16.86 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 11.22 0 16.86 0 UPPER 25-30 0.00 0 11.22 0 16.86 0 UPPER 20-25 5.00 6 11.22 47 16.86 846 UPPER 15-20 5.00 146 11.22 47 16.86 2417 3262 MAIN 0-15 10.50 397 11.22 98 16.86 6105 6105 739.00 TOTAL BASE SHEAR R:1 9367 PAGE L R16447 CORBIN ESTATES LOT 3 TWO STORY LAD 07 29 16.xlsx 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): 46.5 I: 1 WIDTH (TRANSVERSE, FT): 72.5 Kh: 0.7 ROOF MEAN HEIGHT: 22.3 Kzt: 1 TOTAL ROOF HEIGHT (FT): 24.6 Kd: 0.85 GABLE (Y/N): V: 92.952 ROOF PITCH: 3 qh: 13.16 THETA: 14.04 0.243 0.970 2a: 9.3 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 0.478 3.93 8.66 2 -0.690 -11.45 -6.71 3 -0.436 8.11 -3.37 -0.81 -0.81 -3.34 4 -0.374 -7.30 -2.56 11.22 11.22 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.724 7.17 11.90 2E -1.070 -16.45 -11.71 3E -0.626 -10.61 -5.87 -1.42 -1.42 -5.84 4E -0.557 -9.69 -4.96 16.86 16.86 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 11.22 0 16.86 0 UPPER 25-30 0.00 0 11.22 0 16.86 0 UPPER 20-25 5.00. 150 11.22 47 16.86 2461 UPPER 15-20 5.00 222 11.22 47 16.86 3269 5731 MAIN 0-15 10.50 697 11.22 98 16.86 .9471 9471 1259.00 TOTAL BASE SHEAR R:I 15202 PAGE R16447 CORRIN ESTATES LOT 3 TWO STORY LAD 07 29 16.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.) 0.25 Fl 4.33 899 208 0.3 816 188 208 D6 1868 260 1608 n/a 0.15 F2 11.00 525 48 0.1 476 43 48 D6 430 660 -230 NO 0.2 F3 14.83 708 48 0.1 642 43 48 D6 430 890 -460 NO 0.16 F4 11.83 565 48 0.1 512 43 48 D6 430 710 -280 NO 0.25 F5 10.33 899 87 0.2 816 79 87 D6 783 620 163 MSTC28 1.00 3596 3262 NOTE:WALL LINE Fl IS TALL WALL, WINDOWS AT UPPER PART. 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.) 0.25 Fl 27.50 1431 52 0.1 2342 85 85 D6 766 2475 -101 NO 0.07 F2 2.50 682 273 0.1 927 371 371 D4 3339 225 2884 HDU2(2)2X 0.35 F3 11.92 1458 122 0.2 2793 234 234 D6 2109 1072 576 HDU2(2)2X 0.07 F4 2.50 722 289 0.1 964 385 385 D3 3469 225 2963 HDU2(2)2X 0.25 F5 37.00 1431 39 0.1 2342 63 63 D6 570 3330 -2597 NO 1.00 5724 9367 PAGE 6 R16447 CORBIN ESTATES LOT 3 TWO STORY LAD 07 29 16.xlsx WALL DISTRIBUTION SHEET CONTINUED DIRECTION: SIDE TO SIDE 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) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 Si 0.00 0 0 0 0 0 0 0 0 0 0 NO 0 S2 0.00 0 0 0 0 0 0 0 0 0 0 NO 0.45 S3 11.08 1618 146 0.4 2579 233 233 D6 2094 997 1097 MSTC28 0.4 S4 14.00 1438 103 0.3 2292 164 164 D6 1474 1260 214 MSTC28 0.15 S5 6.17 539 87 0.2 860 139 139 D6 1255 555 700 n/a 1.00 3596 5731 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) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.12 S1 4.42 264 60 0 1174 266 266 D4 2393 973 1421 HDU2 (2)2X 0.27 S2 5.33 575 108 0.1 2557 480 480 D3 4318 1000 3318 HDU4 (2)2X 0.38 S3 11.83 2417 204 0.4 6135 518 518 D2 4666 1195 4568 HDU5(2)2X 0.09 S4 5.58 1626 291 0.3 3128 560 560 D2 5043 1007 4249 HDU4 (2)2X 0.14 S5 9.00 842 94 0.1 2207 245 245 D6 2207 1110 1797 HDU2(2)2X 1.00 5724 15202 PAGE ` R16447 CORBIN ESTATES LOT 3 TWO STORY LAD 07 29 16.xlsx 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) Fl -101 7 15 18 27.5 0 259 0.00 0.00 NONE F2 2884 7 15 18 2.5 10 259 0.35 0.13 1-#4 BAR F3 576 7 15 18 11.9 15 259 0.52 0.20 NONE F4 2963 7 15 18 2.5 10 259 0.36 0.13 1-#4 BAR F5 -2597 7 15 18 37.0 0 259 0.00 0.00 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) S1 1421 7 15 18 4.42 4 259 0.15 0.06 NONE S2 3318 7 15 18 5.33 11 259 0.40 0.15 1-#4 BAR S3 4568 7 15 18 11.83 26 259 0.95 0.36 2-#4 BARS S4 4249 7 15 18 5.58 20 259 0.73 0.28 1-#5 BAR S5 1797 7 15 18 9.00 3 259 0.12 0.05 NONE PAGE ED / 41,_0" SlBELOW _ El____ II DETAIL 5/S2.0,TYP. EACH WINDOW �!to- ii ISI 1 ISI ISI NOTE#1 BELOW ==II ■ NOTE#1 BELOW nMENNimm I 1 il I I l ' • • m IBM PARTIAL SIDE ELEVATION NOTE: 1. INSTALL CONTINUOUS (2) 2X8 DFL-#2 (BUNDLED STUD, FASTENED TOGETHER WITH 16d NAILS @ 6" O.C. TYP. ENTIRE HEIGHT) FROM SILL PLATE TO DBL. TOP PLATE, ATTACH TOP OF POST TO DBL. TOP PLATE AND BOTTOM OF POST TO SILL PLATE WITH (2) SIMPSON 'L50' CLIPS, (4) TOTAL. 1 3131 SW ORCHARD PLACE Project Title: GRESHAM,OREGON Engineer: Project ID: ' URNER ' 503-970-8807 Project Descr: RJ,TURNER@COMCAST.NET ENGINEERING 8 DESIGN Punted:9 AUG 2016,10:59AM Wood Column File=c:lUsersl0wner♦Dropbox1TURNER-112016J0-11400T04-11R16447-21ENGBEA-Nallpostec6 ENERCALC,INC.1983-2016,Build:6.16.6,7,Ver:6.16.6.7 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: P1 Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 19.50 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir Larch Exact Width 3.0 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 7.250 in Cf or Cv for Bending 1.20 Fb-Tension 900 psi Fv 180 psi Area 21.750 102 Cf or Cv for Compression 1.050 Fb-Compr 900 psi Ft 575 psi lx 95.270 in^4 Cf or Cv for Tension 1.20 ly 16.313 in Fc-Pill 1350 psi Density 31.2 pg( ^4 Cm:Wet Use Factor 1.0 Fc Perp 625 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticity.., x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:19.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:91.894 lbs*Dead Load Factor BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0480 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3652:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.4680 k Bottom along Y-Y 0.4680 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 9.815 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Alon Y Y Applied Axial 0.09189 k g 1.035 in at 9.815 ft above base Applied Mx 1.369 k-ft for load combination:W Only Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 436.821 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04483:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 19.366 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.327 0.01013 PASS 0.0ff 0.0 PASS 19.50ft +D+L+H 1.000 0.298 0.01001 PASS 0.0 ft 0.0 PASS 19.50 ft +D+Lr+H 1.250 0.243 0.009824 PASS 0.0 ft 0.0 PASS 19.50 ft +D+S+H 1.150 0.262 0.009888 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750Lr+0.750L+H 1.250 0.243 0.009824 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750L+0.750S+H 1.150 0.262 0.009888 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.60W+H 1.600 0.193 0.3652 PASS 9.815 ft 0.04483 PASS 0.0 ft +D+0.70E+H 1.600 0.193 0.009672 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.193 0.2739 PASS 9.815 ft 0.03362 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.193 0.2739 PASS 9.815ft 0.03362 PASS 0.0 ft +D+0.750L+0,750S+0.5250E+H 1.600 0.193 0.009672 PASS 0.0 ft 0.0 PASS 19.50 ft +0.60D+0.60W+0.60H 1.600 0.193 0.3637 PASS 9.815ft 0.04483 PASS 0.0 ft 11/ 3131 SW ORCHARD PLACE Project Title: GRESHAM,OREGON Engineer: Project ID: � .. til 503-970-8807 Project Descr: RJ.TURNER@COMCAST.NET ENGINEERING 8 DESIGN i.__........_.....-__..__.__ Printed:9 AUG 2016,10:59AM Wood Column File=calsersl0wmmalDropbox\TURNER-1t2016J0-11400T04-1\R16447-21ENGBEA--1\tallposLec6 ENERCALC,INC 1983-2016,Build:6.16.6.7,Ver6.16,6.7 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: P1 ... ...................... Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status . Location +0.60D+0.70E+0.60H 1.600 0.193 0.005803 PASS 0.0 ft 0.0 PASS 19.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +041 k k 0.092 k +-D+L+H k k 0.092 k +D+Lr+H k k 0.092 k +D+S+H k k 0.092 k +D+0.750Lr+0.750L+H k k 0.092 k +D+0.750L+0.750S41 k k 0.092 k +D+0.60W+H k 0.281 0.281 k 0.092 k +D+0.70E+H k k 0.092 k +D+0.750Lr+0.750L+0.450W+H k 0.211 0.211 k 0.092 k +D+0.750L+0.750S+0.450W+H k 0.211 0.211 k 0.092 k +D+0.750L+0.750S+0.5250E41 k k 0.092 k +0.60D+0.60W+0.60H k 0.281 0.281 k 0.055 k +0.60D+0.70E+0,60H k k 0.055 k D Only k k 0.092 k Lr Only k k k L Only k k k S Only k k k W Only k 0.468 0.468 k k E Only k k H Only k k k k Maximum(Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D4I 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+1.41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+ti 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.621 in 9.815 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+11 0.0000 in 0.000 ft 0.466 in 9.815 ft +D+0.750L+0.750S+0.450W41 0.0000 in 0.000 ft 0.466 in 9.815 ft +0+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.621 in 9.815 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.035 in 9.815 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 3131 SW ORCHARD PLACE Project Title: GRESHAM,OREGON Engineer: Project ID: Vq. E 503-970-8807 Project Descr: RJ.TURNER@COMCAST.NET ENGINEERING R DESIGN Printed.9 AUG 2016,10:59AM Wood Column File=caUserslOwnerlDropboxlTURNER-112016J0-11400T04-11R16447-21ENGBEA-lkallpostec6 ENERC✓•,LC,INC.1983-2016,Buid:6,16,6.7,Ver.6.16 6.7 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: P1 Sketches M-x Loads X C rn 2 2-2x8 0.081tlf 3.0 in Loads are total entered value.Arrows do not reflect absolute direction.