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M- ST), Q/7 — --01G3 11(.25-- Slo ,/ RECEIVED MAY 8 2017 CITY OF TIGARD BUILDING DIVISION LATERAL CALCULATIONS FOR TROXEL #1346 TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 05/04/17 JOB NUMBER: R17195 PRO ss # NG 44) 58949P 4 01110 104 qy�s,2o°��Ci� qqD J. EXP.DATE: 06-30-18 INDEX OF CALCULATIONS: PAGES DATE: 05/04/17 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 D6D6 28 28 OMIN. 6'-6" MIN. 11'-3" MIN. 5'-4" (176) J .?. 0% ., (D6) . • __ Th _ r. 0 - (---_ i _ , rb [-, , -• , • (D6) __ ,, _____)L___ __ ,. \ , . . oz `o 2 D6 2 • O M N. MIN. ® 3,10" 3'0" •'•• • •_••_•:.:.•_._...._._._ ::-::¢::s:.a_ (i5 )6 MIN. 3' 0" MIN.7'-4" MI 1. 3'-8" ® 1 28 H- ---J 1 1 1 D6 D6 L J 28 28 (1) (1_-) UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING (TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. /D2\ /D2\ O MIN. 5'-6" MIN. 4'-0" :1. , $ r WALL Illabr 0 , SECTION • CD23> i .:. . e. WALL SECTION 4 . 0 III==.7-_- 1 ==== ir- II MIN. 18'-0" 1 •K D6 '' D6 . v.• 0 • 4o ,. p ;: m Q z z D3 % r 1 ., v4. © LOWER ® r:.❖:•:..❖:..•:C■ r ROOF M[ SECTION ® 5I4 S ytI I I D6 1 �` ® -•••---•M .:, I I 2 ❖:•:.e•: II II • ••••MIN. 2' 10�" MIN. 2'-10Y2' bei V 82 ( 82> Fl C{DI 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.i *1/ 0 '11 • jJ 0 _.,... H .__ Ti U Q QD (8) .5 1��1 -1��1 1��1 01- 1��1- 1��1 -,II 00 : e • I I S I I I; v • '' i 1 -- ® ® 0 1i:1 0 0 11,1) 4:,')p II II II II 11 II H II II II H H II II H 1 0 ` ❖ i r :•::.=:•:.•::•: :❖:•..:❖:❖•:❖.;... :•:❖❖❖:•::❖:❖:.�❖•:..•: s —i .. 0 'ltd W V : o. , l l % (:::)i ot ': 11 H 11 II H II WALL :: �I I - H - I I_- SECTIONit 0 1 -I ® 1 1 0 OC4'�\ e nit, 1 :...: - L • 4 + (ID 0 PARTIAL FOU DATION PLAN R17195 TROXEL 1346-A LAD 05 04 17.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION: FRONT-TO-REAR T Sa OCCUPANCY: II TABLE 1-1 EQ 9.4.1.2.6-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 26.500 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S1: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ. 11.4-1 0.8100 0.462 Sm1: 0.561 EQ. 11.4-2 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 1.0100 0.371 Sd1: 0.374 EQ. 11.4-4 1.1100 0.337 To: 0.102 1.2100 0.30$ Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.234 EQ. 12.8-7 0.800 ,s 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 10 0: 3.0 TABLE 12.2-1 0.400 V V SIMPLIFIED 0,300 IF 410111 FORCE(V): 0.1355 W ! 0.200 Ir Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.176 W(EQ.12.8-3/4) 0.000 z CS(MIN): 0.010 W(EQ. 12.8-5) p 0.5 1 1,5 2 CS(MIN,E F): 0.025 W(EQ.12.8-6) Cs(ACTUAL): 0.113 W ♦Seriesl q EQ. LATERAL FORCE(V): 0.113 W PAGE If R17195 TROXEL 1346-A LAD 05 04 17.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) 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 584 292 1416 0 0.222 1.00 1 MAIN 1241 621 1333 0 0.222 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM'V UPPER 19.0 24876 472644 24876 3792 2654 2654 12.8-11, 12.8-12 MAIN 10.0 30084 300835 54960 2414 1690 4344 12.8-11, 12.8-12 54959.5 773479 6206 4344 V(LBF): 6206 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 4344 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 584 292 1416 0 0.250 1.00 1 MAIN 1241 621 1333 0 0.403 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM'V' UPPER 19.0 24876 472644 24876 3792 2654 2654 12.8-11, 12.8-12 MAIN 10.0 30084 300835 54960 2414 1690 4344 12.8-11, 12.8-12 54959.5 773479 6206. 4344 V(LBF): 6206 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 4344 2.4.1 ASD(L.C.5,8) PAGE R17195 TROXEL 1346-A LAD 05 04 17.xlsx 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): 32.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 41.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 22.500 Kzt: 1 TOTAL ROOF HEIGHT (FT): 26.500 Kd: 0.85 GABLE(Y/N): V: 120 ROOF PITCH: 6 qh: 21.93 THETA: 26.57 0.447 0.894 2a(FT): 8 POSITIVE NEGATIVE OPEN/ PARTIAU 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 8.11 16.01 2 -0.0991454 -6.12 1.77 3 -0.4471747 -13.76 -5.86 3.41 3.41 7.63 4 -0.3906097 -12.52 -4.62 20.62 20.62 5 -0.45 -13.82 -5.92 6 -0.45 -13.82 -5.92 1 E 0.72778444 12.02 19.91 2E -0.1902831 -8.12 -0.23 3E -0.5849592 -16.78 -8.88 3.87 3.87 8.66 4E -0.5349592 -15.68 -7.79 27.70 27.70 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 20.62 0.00 27.70 0 UPPER 25-30 0.00 0.00 20.62 0.00 27.70 0 UPPER 20-25 6.50 60.00 20.62 52.00 27.70 2678 UPPER 15-20 5.00 121.00 20.62 40.00 27.70 3603 6281 MAIN 0-15 10.00 255.00 20.62 80.00 27.70 7475 7475 608.00 TOTAL BASE SHEAR R:1 13756 PAGE Le R17195 TROXEL 1346-A LAD 05 04 17.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): 32.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 41.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 22.5 Kzt: 1 TOTAL ROOF HEIGHT (FT): 26.5 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 6 qh: 13.16 THETA: 26.57 0.447 0.894 2a: 8 • 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 4.87 9.60 2 -0.0991454 -3.67 1.06 3 -0.4471747 -8.25 -3.52 2.05 2.05 4.58 4 -0.3906097 -7.51 -2.77 12.37 12.37 5 -0.45 -8.29 -3.55 6 -0.45 -8.29 -3.55 1E 0.72778444 7.21 11.95 2E -0.1902831 -4.87 -0.14 3E -0.5849592 -10.07 -5.33 2.32 2.32 5.19 4E -0.5349592 -9.41 -4.67 16.62 16.62 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 12.37 0.00 16.62 0 UPPER 25-30 0.00 0.00 12.37 0.00 16.62 0 UPPER 20-25 6.50 246.00 12.37 52.00 16.62 3908 UPPER 15-20 5.00 157.00 12.37 40.00 16.62 2608 6516 MAIN 0-15 10.00 363.00 12.37 80.00 16.62 5822 5822 938.00 TOTAL BASE SHEAR R:( 12337 PAGE R17195 TROXEL 1346-A LAD 05 04 17.xlsx WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 22.50 1327 59 0.2 3141 140 140 D6 1117 1275 -158 NO 0.5 F2 37.00 1327 36 0.1 3141 85 85 D6 679 2097 -1418 NO 1.00 2654 6281 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) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 14.25 2172 152 0.4 6878 483 483 03 4344 1283 2903 HDU2(2)2X 0.5 F2 36.00 2172 60 0.1 6878 191 191 D6 1720 3240 -2938 NO 1.00 4344 13756 PAGE R17195 TROXEL 1346-A LAD 05 04 17.xlsx 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.) 0.35 51 13.99 929 66 0.3 2280 163 163 D6 1304 606 698 MSTC28 0.15 S2 6.00 398 66 0.2 978 163 163 D6 1304 260 1044 MSTC28 0 S3 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0 S4 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 S5 22.99 1327 58 0.2 3258 142 142 D6 1134 664 470 MSTC28 2654 6516 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.) 0.13 51 5.75 1354 235 0.3 3547 617 617 D2 5553 506 5744 HDU8(2)2X 0 S2 0.00 0 0 0 0 0 0 — 0 0 0 NO 0.12 S3 5.00 396 79 0.1 1166 233 233 D6 1865 990 875 HDU2(2)2X 0.5 S4 18.00 845 47 0.1 2911 162 162 D6 1294 1380 -86 NO 0.25 S5 9.50 1750 184 0.4 4713 496 496 D2 3969 563 3876 HDU4(2)2X 4344 12337 PAGE R17195 TROXEL 1346-A LAD 05 04 17.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) Fl 2903 7 15 18 14.25 9 259 0.276 0.125 NONE F2 -2938 7 15 18 36 0 259 0.000 0.000 NONE ;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) S1 5744 16 20 0 2.875 17 333 0.898 0.407 3-#4 BARS S2 0 7 15 18 0 0 259 0.000 0.000 NONE S3 875 7 15 18 5 9 259 0.269 0.122 NONE S4 -86 7 15 18 18 0 259 0.000 0.000 NONE S5 3876 7 15 18 5.5 17 259 0.497 0.225 145 BAR PAGE \_ TROXEL'S HOME DESIGN RECEIVED BeamChek v2009 licensed to:DENNIS HOME DESIGN Reg#8101-1403 _ PLAN#1346 GOFFMOORE GREAT RM. MAY 8 2017 BEAM#1 Prepared by:D.T. Date: 1/30/14 CITY OF TIGARD Selection 4x 12 DF-L#2 Lu=0.0 Ft BUILDING DIVISION Conditions NDS 2005 Min Bearing Area R1=2.7 in2 R2=2.7 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.67 ft Reaction 1 LL 1324# Reaction 2 LL 1324# Beam Wt per ft 9.57# Reaction 1 TL 1683# Reaction 2 TL 1683# Bm Wt Included 54# Maximum V 1683# Max Moment 2385'# Max V(Reduced) 1126# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in=) TL Defl(in) LL Defl Actual 73.83 39.38 0.02 0.02 Critical 28.91 9.39 0.28 0.19 Status OK OK OK OK Ratio 39% 24% 8% 9% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:467 Uniform TL: 584 =A Uniform Load A /\ /\ R1 =1683 R2= 1683 SPAN=5.67 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEIJTROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1346 GOFFMOORE BATH DR. HDR BEAM#1A Prepared by:D.T. Date: 1/30/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=0.3 in2 R2=0.3 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 2.67 ft Reaction 1 LL 151 # Reaction 2 LL 151# Beam Wt per ft 6.17# Reaction 1 TL 198# Reaction 2 TL 198# Bm Wt Included 16# Maximum V 198# Max Moment 132 W Max V(Reduced) 108# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) LL Defl Actual 30.66 25.38 0.00 <0.01 Critical 1.35 0.90 0.13 0.09 Status OK OK OK OK Ratio 4% 4% 1% 1% Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adlustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 113 Uniform TL: 142 =A • Uniform Load A R1 = 198 R2= 198 SPAN=2.67 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1346 GOFFMOORE GARAGE MAIN BM. BEAM#2 Prepared by:D.T. Date: 1/30/14 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.2 in2 R2=4.2 in2 (1.5)DL Defl= 0.56 in Recom Camber=0.84 in Data Beam Span 22.0 ft Reaction 1 LL 1287# Reaction 2 LL 1287# Beam Wt per ft 16.81 # Reaction 1 TL 2759# Reaction 2 TL 2759# Bm Wt Included 370# Maximum V 2759# Max Moment 15174'# Max V(Reduced) 2477# TL Max Defl L/240 TL Actual Defl L/299 LL Max Defl L/360 LL Actual Defl L/811 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 155.67 69.19 0.88 0.33 Critical 67.07 13.46 1.10 0.73 Status OK OK OK OK Ratio 43% 19% 80% 44% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2715 276 1.8 650 Adlustments Cv Volume 0.984 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 117 Uniform TL: 234 =A Uniform Load A 2 /\ R1 =2759 R2=2759 SPAN=22.0 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1346 GOFFMOORE GARAGE DR. HDR BEAM#3 Prepared by:D.T. Date: 1/30/14 Selection 6x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=1.5 in' R2=1.5 in2 (1.5)DL Defl= 0.11 in Data Beam Span 16.5 ft Reaction 1 LL 619# Reaction 2 LL 619# Beam Wt per ft 15.37# Reaction 1 TL 952# Reaction 2 TL 952# Bm Wt Included 254# Maximum V 952# Max Moment 3926'# Max V(Reduced) 841 # TL Max Defl L/180 TL Actual Defl L/795 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) LL Defl Actual 121.23 63.25 0.25 0.14 Critical 46.82 6.45 1.10 0.83 Status OK OK OK OK Ratio 39% 10% 23% 17% Fb(psi) Fv(psi) E(psi x mil) Fc.L(psi) Values Reference Values 875 170 1.3 625 Adjusted Values 1006 196 1.3 625 _ Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:75 Uniform IL: 100 =A Uniform Load A /\ /\ R1 =952 R2=952 SPAN =16.5 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1346 GOFFMOORE FRONT PORCH BEAM#4 Prepared by:D.T. Date: 1/30/14 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=1.9 in2 R2= 1.9 in2 (2.0)DL Defl= 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 585# Reaction 2 LL 585# Beam Wt per ft 10.02# Reaction 1 TL 810# Reaction 2 TL 810# Bm Wt Included 60# Maximum V 810# Max Moment 1215'# Max V(Reduced) 641 # TL Max Defl L/180 TL Actual Defl L/>1000 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 51.56 41.25 0.04 0.02 Critical 16.91 4.92 0.40 0.30 Status OK OK OK OK Ratio 33% 12% 10% 8% Fb(psi Fvlpsi) E(psi x mil) Fc l (psi) Majus Reference Values 750 170 1.3 625 Adjusted Values 863 196 1.3 419 Adjustments CF Size Factor 1.000 '— Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Ls2.5.42 Uniform LL: 195 Uniform TL: 260 =A Uniform Load A R1 =810 R2=810 SPAN=6.0 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL?ROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1346 GOFFMOORE FRONT PORCH BEAM#5 Prepared by:D.T. Date: 1/30/14 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=0.6 in2 R2=0.6 in2 (2.0)DL Defl= <0.01 in. Data Beam Span 2.0 ft Reaction 1 LL 195# Reaction 2 LL 195# Beam Wt per ft 10.02# Reaction 1 TL 270# Reaction 2 TL 270# Bm Wt Included 20# Maximum V 270# Max Moment 135'# Max V(Reduced) 101 # TL Max Defl L/180 TL Actual Defl L/>1000 LL Max Defl L/240 LL Actual Deft L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 51.56 41.25 0.00 <0.01 Critical 1.88 0.78 0.13 0.10 Status OK OK OK OK Ratio 4% 2% 0% 0% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 750 170 1.3 625 Adjusted Values 863 196 1.3 419 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 195 Uniform TL: 260 =A Uniform Load A R1 =270 R2=270 SPAN=2.0 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEUTROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1346 GOFFMOORE DECK SUPPORT BEAM#6 Prepared by: D.T. Date: 1/30/14 Selection 4x 10 DF-L.#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=3.1 in2 R2=3.1 in2 (2.0)DL Defl= 0.08 in Data Beam Span 10.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 7.87# Reaction 1 TL 1289# Reaction 2 TL 1289# Bm Wt Included 79# Maximum V 1289# Max Moment 3223'# Max V(Reduced) 1091 # TL Max Defl L/240 TL Actual Defl L 1562 LL Max Dell L 1360 LL Actual Defl L/888 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0.21 0.14 Critical 35.81 9.37 0.50 0.33 Status OK OK OK OK Ratio 72% 29% 43% 41% Fb(psi) Fv(psi) E(psi x mil) Fc!(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 175 1.4 419 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 0.97 0.90 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:200 Uniform TL: 250 =A Uniform Load A R1 = 1289 R2= 1289 SPAN=10.0 FT Uniform and partial uniform loads are lbs per lineal ft.