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Report (8) IA 1/2 TI474( ivrry s� Sherman Engineering, Inc. 3151 NE Sandy Blvd., Ste. 100, Portland, Or 97232 (503) 230-8876 Ph (503) 226-474 c,._ NOV 3 2014 • CITY OFTIGARD BUILDING DIVISION Nguyen Residence 124 12 SW Autumn View Dr. Tigard, OR 441i cE,1 6 August 2 I 20 14 p. , C. co For: o, 0 ' '1 ' Residential Design 0,,,�, ��✓��'s 6925 SW Netarts Ct. Beaverton. OR 97007 EXPIRES. 61301 Subject: Sheet No. Foundation: FD I Retaining Wall RW I -RW I B Framing: FR I -FR4 Roof Framing RBI , RB2, RI-1DR I Upper Moor Framing UFJ,UFB I -UFB I 0 Main Floor Framing MFJG,MFB I -MFB7 Lower floor Framing LFB I -LFB3 Lateral Load: Loading LL I -LL4 Diaph/Wall Shears LL4-LL I I •�' Overturning LL 12-LL 17 Wind Stud LL 18-LL 19 Shearwall Schedule LL20 Details D I -D29 f. V r t ( 1 • 5MERMAN ENGINEERING, INC. 'FOOTING SCHEDULE . 3/5/ NE Sandy5/vd. FDI 1 JOB: Nguyen Residence Portland, OR 97232 8/19/14 Client: Eisen hauer SEW el, soil 1500•psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REBAR lbs/ft lbs width (inch) depth (inch) I C 1 Cont. 1500 6,000 12 8 (I) #4 Cont C2 Contmous 1750 7,000 14 8 (I) #4 Cont C3 Contmous 2000 8,000 16 _ I 0 (2) #4 Cont C4 Contmous 2250 9,000 18 10 (2) #4 Cont Number Type Pallow A FTG Size USE REBAR kips ft2 b (inch) I (inch) d (inch) Bearing (psf) P I Pad 3.4 2.3 18. in 18. in 10. in 1500 M u = I .08 k-ft As = .4 Ent a = 0.52 M cap = I I .66 k-ft (2) #4 EA WAY P2 Pad 6.0 4.0 24 24 I0 1500 M u = 2.55 k-ft As = .4 int a = 0.39 M cap = I I .89 k-ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 30 I 10 1504 M u = 4.99 k-ft As = .4 m2 a = 0.3 I M cap = 12.04 k-ft (3) #4 EA WAY P4 Pad I3.5 9.0 36 36 I2 1500 M u = 8.61 k-ft As = .6 Int a = 0.39 M cap = 23.24 k-ft (3) #4 EA WAY P5 Pad 18.4 12.3 42 42 12 1502 M u = 13.69 k-ft As = .8 tn2 a = 0.45 M cap = 30.79 k-ft (4) #4 EA WAY PG Pad 24.0 16.0 48 48 12 I500 M u = 20.4 k-ft As = .8 m2 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 52 12 1534 M u = 26.52 k-ft As = 1 . m2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 64 I 12 I406 j M u = 45.33 k-ft As = 1.2 in2 a = 0.44 M cap = 46.22 k-ft (6) #4 EA WAY P9 Pad 50.0 36.0 72 72 I I6 1389 0-7\ M u = 63.75 k-ft As = I .55 in2 a = 0.51 M cap = 87. 14 k-ft (5) #5 EA WAY V C i P 10 Pad 65.0 42.3 78 78 1 16 1538 � M u = 89.78 k-ft As = I .86 in2 a = 0.56 M cap = 104. I I k-ft (6) #5 EA WAY I Footing Schedule 1R.(,') l NOTES: SEE DETAIL FOR TOP OF WALL PG = 3,000 PSI ® 28 DAYS FY = GRADE 60 DRIVE SLAB PER PLAN = 35 psf SU SURCHARGE = 50 psf I STRUCTURAL BACK FILL ir W/UNIFIED 501E CLASSIFICATION I GW,GP, SW, OR SP OR APPROVED ALTERNATIVE • BACKFILL PRIOR TO INSTALLING FLR FRAMING —I BACKFILL PRIOR _I TO INSTALLING L #4 ® 12" O.G. ® A �I FLR FRAMING v #4 ® 4" O.G. ® A � 2 GLR CU O "V" BA 2x4 KEYWAY F- 4" DIA. FTG DRAIN El LS "T" BARS I "L" BARS W/ 18" HOOKS TOE REINF. TO @ CORNERS . MATCH "V" BARS . I .4 1110*r" \ \. 0 ,1Iiii,WW ,i „AL.,llllll,„„ ► I„,,,WW,,;,,lilt G A i, B m MI ce BETA I \ I \,6 IAALL SCHF ULE H (FT) A B C D "V" BARS "T" BARS "L" BARS 4'-0" S" 5" 2'-4" 12" #4 @ IS" 4t4 © 18" (3) #4 5'-0" 5" 10" 3'-0" 12" #4 @ 18" #4 al 18" (4) #4 6'-O" 8" 12" 3'-8" 12" #4 © 12" #4 @ 12" (5) #4 71-0" 8" 12" 4'-3" 12" #4 @ q" #4 (4 q" (6) #4 8'-0" 8" I'-3" 4'-q" 12" #4 @ 6" #4 @ 6" (7) #4 q'-0" 10" 1'-6" 5'-3" 14" #5 ( q" (2)#4 © q" # . (7) 4 10'-0" 10" I'-q" 6'-0" 14" #5 @ 6" #5 @ 6" (8) #4 11'-0" 12" 2'-O" 6'-6" 14" #5 @ 6" (2)#5 @ q" (q) #4 12'-0" 12" 2'-6" 7'-3" 16" (2)#5 @ q" (2)#5 @ 6" (10) #4 T . RETA I \,1 \6 "ALL @ C�ARA E RAI R1N6ARA6E SEISMIC M—O NOT TO SCALE , Sherman Engineering, Inc. RW I A 3/5/ NE Sandy Blvd. Ste. 100 5 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax COEFF EQUIV SOIL EQUIV SURCII VERT FRICT ACTIVE WT PASS LOAD 0.35 35 I20 150 50 0 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' 'B' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 0.67 0.67 2.33 1 .00 3.67 4.95 2186 5.00 0.00 0.67 0.83 3.00 1 .00 4.50 6. 19 3124 6.00 0.00 0.67 1 .00 3.67 1 .00 5.33 7.44 4222 7.00 0.00 0.67 1 .00 4.25 1 .00 5.92 8.08 5369 8.00 0.00 0.67 1 .25 4.75 1 .00 6.67 9.26 6597 9.00 0.00 0.83 1 .50 5.25 1 . 17 7.58 10.65 8385 10.00 0.00 0.83 1 .75 6.00 1 . 17 8.58 12.30 10252 11 .00 0.00 1 .00 2.00 6.50 1 . 17 9.50 13.78 12217 12.00 0.00 1 .00 2.50 7.25 1 .33 10.75 16.04 14752 Sliding $ Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min Ill LAT F.S. RESIST O.T. O.T. P/A+M/S P/A-M/S 4.00 510 1 .51 4496 886 5.07 652 541 5.00 718 1 .53 7949 1498 5.3I 732 657 6.00 960 1 .55 12808 2333 5.49 815 769 7.00 1237 1 .53 17897 3428 5.22 995 820 8.00 1549 1 .50 25184 4818 5.23 1056 923 9.00 1957 1 .51 36603 6844 5.35 I I74 1037 10.00 2345 1 .54 51029 8992 5.67 1208 1181 11 .00 2768 1 .55 67678 11546 5.86 1272 1300 12.00 3306 1 .57 93924 15064 6.23 1258 1486 SEISMIC LOADING - Mononobe-Okabe - Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.5. Soil HT Ib 0.611 0.T. 0.T. F, slide L = 0 SLIDE Pressure 4.0 114 3.00 1228 3.66 624 0 1 .23 804 5.0 178 3.60 2138 3.72 895 0 1 .23 922 6.0 256 4.20 3410 3.76 1216 0 .22 1042 7.0 349 4.80 5103 3.51 1585 0 1 . 19 1282 8.0 456 5.40 7278 3.46 2004 0 1 . 16 1388 ` 9.0 577 6. 10 10361 3.53 2534 0 1 . 16 1541 10.0 712 6.70 13762 3.71 3057 0 1 . 18 1596 11 .0 861 7.30 17834 3.79 3629 0 1 . 18 1690 12.0 1025 8.00 23265 4.04 4331 0 1 .20 1684 h) —bl- 8 sxh \ \ ---/o� — - QIN, 8xh I \ /" zos --' `; • is1 ). x I )/ ca ! I o... e.. o mintc, 111 o IV /' S \ k ( / / _I \ 1 \ l/' i / . \ . \ ...... E i ' \ / /" p i \ ro�.uwo \ i / /' lr ...,.." \ •1 Li ...\•] - ./ __ 110! 1 rit A Hae 1 N \ i / .\r e 'I • \i ! 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Reg#7992-66413 • Nguyen Res-RB1 Prepared by:SEW Date: 8/18/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=1.7 in2 R2= 1.7 in2 (1.5) DL Defl= 0.10 in Data Beam Span 8.5 ft Reaction 1 LL 638# Reaction 2 LL 638# Beam Wt per ft 6.17# Reaction 1 TL 1046# Reaction 2 TL 1046# Bm Wt Included 52# Maximum V 1046# Max Moment 2223'# Max V(Reduced) 897# TL Max Defl L/180 TL Actual Defl L/526 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 30.66 25.38 0.19 0.10 Critical 19.83 6.50 0.57 0.43 Status OK OK OK OK Ratio 65% 26% 34% 23% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 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: 150 Uniform TL: 240 =A Uniform Load A R1 = 1046 R2= 1046 SPAN=8.5 FT Uniform and partial uniform loads are lbs per lineal ft. Z,X y �cv� Sherman Engineering Inc. 62- 3151 23151 NE Sandy Blvd. Ste. 100, Portland OR 97232 SCJ BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-RB2 Prepared by: SEW Date:8/18/14 Selection 6x 10 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.3 in2 R2=3.3 in2 (1.5) DL Defl= 0.41 in Data Beam Span 16.5 ft Reaction 1 LL 1238# Reaction 2 LL 1238# Beam Wt per ft 12.7# Reaction 1 TL 2085# Reaction 2 TL 2085# Bm Wt Included 209# Maximum V 2085# Max Moment 8600'# Max V(Reduced) 1885# TL Max Defl L/180 TL Actual Defl L/246 LL Max Defl L/240 LL Actual Defl L/498 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 82.73 52.25 0.81 0.40 Critical 66.47 14.46 1.10 0.83 Status OK OK OK OK Ratio 80% 28% 73% 48% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1553 196 1.6 625 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: 150 Uniform TL: 240 =A Uniform Load A R1 =2085 R2=2085 SPAN= 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. - Sherman Engineering Inc. , KR-K_____ 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 �3i _) BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-RHDR1 Prepared by: SEW Date:8/18/14 • Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.4 in' R2=4.6 in2 (1.5) DL Defl= 0.01 in Data Beam Span 4.5 ft Reaction 1 LL 2083# Reaction 2 LL 1772# Beam Wt per ft 9.57# Reaction 1 TL 3350# Reaction 2 TL 2853# Bm Wt Included 43# Maximum V 3350# Max Moment 5009'# Max V(Reduced) 3341 # 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 73.83 39.38 0.03 0.02 Critical 52.80 24.21 0.30 0.23 Status OK OK OK OK Ratio 72% 61% 10% 7% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 Adjustments CF Size Factor 1.100 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 Point LL Point TL Distance 1095 B= 1750 3.5 2760 C=4410 1.5 Pt loads: C R1 =3350 R2=2853 SPAN=4.5 FT • Uniform and partial uniform loads are lbs per lineal ft. ZX (0 5 TV 0 Sherman Engineering Inc. kifiii\ 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFJ1 Prepared by:SEW Date:8/18/14 Selection 2x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=0.8 in2 R2=0.8 in2 (1.5) DL Defl= 0.15 in Data Beam Span 16.0 ft Reaction 1 LL 320# Reaction 2 LL 320# Beam Wt per ft 4.1 # Reaction 1 TL 473# Reaction 2 TL 473# Bm Wt Included 66# Maximum V 473# Max Moment 1891 '# Max V(Reduced) 417# TL Max Defl L/240 TL Actual Defl L/541 LL Max Defl L/360 LL Actual Defl L/928 Attributes Section(in3) Shear(ire) TL Defl(in) LL Defl Actual 31.64 16.88 0.35 0.21 Critical 25.22 3.48 0.80 0.53 Status OK OK OK OK Ratio 80% 21% 44% 39% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 900 180 1.6 625 ed Values 900 180 1.6 625 Adjusted 1 1 Adjustments CF Size Factor 1.000 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:40 Uniform TL: 55 =A Uniform Load A R1 =473 R2=473 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. - Sherman Engineering Inc. UF6( 3151 NE Sandy Blvd. Ste. 100,Portland OR 97232 t� BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB1 Prepared by: SEW Date: 8/18/14 Selection 6x 12 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.4 in2 R2=5.4 in2 (1.5)DL Defl= 0.46 in Data Beam Span 16.0 ft Reaction 1 LL 1600# Reaction 2 LL 1600# Beam Wt per ft 15.37# Reaction 1 TL 3403# Reaction 2 TL 3403# Bm Wt Included 246# Maximum V 3403# Max Moment 13612'# Max V(Reduced) 2995# TL Max Defl L/240 TL Actual Defl L/266 LL Max Defl L/360 LL Actual Defl L/727 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 121.23 63.25 0.72 0.26 Critical 105.21 22.98 0.80 0.53 Status OK OK OK OK Ratio 87% 36% 90% 49% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 1350 170 1.6 625 _ Adjusted Values 1553 196 1.6 625 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:200 Uniform TL: 320 =A Par Unif TL Start End H = 15 0 16.0 1 =75 0 16.0 I H - Uniform Load A R 1 =3403 R2=3403 SPAN= 16 FT 00G V2 Uniform and partial uniform loads are lbs per lineal ft. x - Sherman Engineering Inc. Ufa,2 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 5"-6-c-) BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB2 Prepared by: SEW Date:8/18/14 Selection 6x 12 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.9 in2 R2=5.9 in2 (1.5) DL Defl= 0.28 in Data Beam Span 13.5 ft Reaction 1 LL 1856# Reaction 2 LL 1856# Beam Wt per ft 15.37# Reaction 1 TL 3681 # Reaction 2 TL 3681 # Bm Wt Included 207# Maximum V 3681 # Max Moment 12424'# Max V(Reduced) 3159# TL Max Defl L/240 TL Actual Defl L/352 . LL Max Defl L/360 LL Actual Defl L/881 Attributes Section(in3) Shear(int) TL Defl (in) LL Defl Actual 121.23 63.25 0.46 0.18 Critical 96.03 24.23 0.68 0.45 Status OK OK OK OK Ratio 79% 38% 68% 41% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 1350 170 1.6 625 _ Adjusted Values 1553 196 1.6 625 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:275 Uniform TL: 440 =A Par Unif TL Start End H=15 0 13.5 1 =75 0 13.5 I H - Uniform Load A R1 =3681 R23681 SPAN= 13.5 FT 1-10W2 Uniform and partial uniform loads are lbs per lineal ft. I`A x - Sherman Engineering Inc. .5-6"")3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 \,BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB3 (l.U)'0 + 1 .0 (j Prepared by: SEW Date:8/18/14 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 14.5 int R2= 15.4 in' (1.5)DL Defl= 0.50 in Recom Camber=0.75 in Data Beam Span 21.5 ft Reaction 1 LL 4239# Reaction 2 LL 6081 # Beam Wt per ft 26.15# Reaction 1 TL 9393# Reaction 2 TL 10014# Bm Wt Included 562# Maximum V 10014# Max Moment 58921 '# Max V(Reduced) 9348# TL Max Defl L/240 TL Actual Defl L/297 LL Max Defl L/360 LL Actual Defl L/698 Attributes Section(in') Shear(hi IL Defl(in) LL Defl Actual 376.69 107.63 0.87 0.37 Critical 312.30 58.42 1.08 D.72 Status OK OK OK OK Ratio 83% 54% 81% 52% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) 1 Values Reference Values 2400 240 1.8 650 Adjusted Values 2264 240 1.8 650 Adjustments Cv Volume 0.943 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 320 B=2120 2.5 320 H=440 2.5 21.5 280 C=2085 8.5 280 I =385 8.& 21.5 D=1275 8.5 I - H Pt loads: B ❑D R1 =9393 R2= 10014 SPAN=21.5 FT Uniform and partial uniform loads are lbs per lineal ft. FX, Qo`?\ .t)_:6 S g Sherman Engineering,Inc. 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 J BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB3 LandS75 - (1,o)p t 0.3-C S .4 L. Prepared by: SEW Date: 8/19/14 Selection 5-118x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=16.7 in2R2= 14.9 in2 (1.5) DL Defl= 0.43 in Recom Camber=0.64 in Data Beam Span 21.5 ft Reaction 1 LL 6105# Reaction 2 LL 6680# Beam Wt per ft 26.15# Reaction 1 TL 10879# Reaction 2 TL 9713# Bm Wt Included 562# Maximum V 10879# Max Moment 67046'# Max V(Reduced) 10834# TL Max Defl L/240 TL Actual Defl L/285 LL Max Defl L/360 LL Actual Defl L/542 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 376.69 107.63 0.91 0.48 Critical 309.01 58.88 1.08 0.72 Status OK OK OK OK Ratio 82% 55% 84% 66% Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2604 276 1.8 650 - Adjustments Cv Volume 0.943 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 Point LL Point TL , Distance Par Unif LL Par Unif TL Start End 1200 B=3005 2.5 240 H =360 2.5 21.5 1395 C=3215 8.5 310 I=315 8.5 21.5 1600 D=2875 8.5 I - H Pt loads: B ❑D - R1 = 10879 R2=9713 SPAN=21.5 FT Uniform and partial uniform loads are lbs per lineal ft. II,1 i Sherman Engineering Inc. UAC 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 r`✓ ✓ _ BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB4 Prepared by:SEW Date:8/19/14 Selection 5-118x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=15.4 in2 R2= 1.8 in2 (1.5) DL Defl= 0.29 in Recom Camber=0.44 in Data Beam Span 16.0 ft Reaction 1 LL 5533# Reaction 2 LL 572# Beam Wt per ft 14.94# Reaction 1 TL 9979# Reaction 2 TL 1139# Bm Wt Included 239# Maximum V 9979# Max Moment 15246'# Max V(Reduced) 9964# TL Max Defl L/240 TL Actual Defl L/369 LL Max Defl L/360 LL Actual Defl L/842 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 123.00 61.50 0.52 0.23 Critical 66.29 54.15 0.80 0.53 Status OK OK OK OK Ratio 54% 88% 65% 43% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 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 Point LL Point TL Distance 6105 B= 10879 1.5 Pt loads: B R1 =9979 R2= 1139 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. • Sherman Engineering Inc. U"C 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 51 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB5 Prepared by: SEW Date:8/19/14 Selection 3-118x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.9 in2 R2=7.0 in2 (1.5) DL Defl= 0.15 in Recom Camber=0.22 in Data Beam Span 10.0 ft Reaction 1 LL 2543# Reaction 2 LL 2962# Beam Wt per ft 9.11 # Reaction 1 TL 3865# Reaction 2 TL 4536# Bm Wt Included 91 # Maximum V 4536# Max Moment 12999'# Max V(Reduced) 3744# TL Max Defl L/240 TL Actual Defl L/366 LL Max Defl L/360 LL Actual Defl L/662 Attributes Section(in') Shear(int) TL Defl(in) LL Defl Actual 75.00 37.50 0.33 0.18 Critical 56.52 20.35 0.50 0.33 Status OK OK OK OK Ratio 75% 54% 66% 54% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 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:220 Uniform TL: 303 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1505 B=2405 4.0 300 H=480 4.0 10.0 H - Uniform Load A Pt loads: B _ /\ 0 R1 =3865 R2=4536 SPAN= 10 FT Uniform and partial uniform loads are lbs per lineal ft. LI, Y,t)ikoLl't L/ c �obiay Q . - Sherman Engineering Inc. 01F&( 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232e✓--'1 •3 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB6 Prepared by: SEW Date:8/19/14 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.3 in2 R2=3.3 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 9.57# Reaction 1 TL 2086# Reaction 2 TL 2086# Bm Wt Included 48# Maximum V 2086# Max Moment 2608'# Max V(Reduced) 1304# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.02 0.01 Critical 31.61 10.87 0.25 0.17 Status OK OK OK OK Ratio 43% 28% 8% 8% Fb(psi) Fv(psi) E(psi x mil) Fc i(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:600 Uniform TL: 825 =A Uniform Load A R1 =2086 R2=2086 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB7 Prepared by:SEW Date:8/19/14 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.1 in2 R2=3.2 in2 (1.5)DL Defl= 0.03 in Data Beam Span 7.0 ft Reaction 1 LL 1854# Reaction 2 LL 1426# Beam Wt per ft 9.57# Reaction 1 TL 2586# Reaction 2 TL 1996# Bm Wt Included 67# Maximum V 2586# Max Moment 4788'# Max V(Reduced) 2525# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 73.83 39.38 0.08 0.05 Critical 58.04 21.05 0.35 0.23 Status OK OK OK OK Ratio 79% 53% 21% 20% Fb(psi) Fv(psi) E(psi x mil) Fc i(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:40 Uniform TL: 55 =A Point LL Point TL Distance 1500 B='2065 1.5 1500 C=2065 4.5 Uniform Load A Pt loads: © C R1 =2586 R2= 1996 SPAN=7 FT a Uniform and partial uniform loads are lbs per lineal ft. , Sherman Engineering Inc. L1-1 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB8 S Prepared by:SEW Date:8/19/14 Selection 3-1/8x 22-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 19.9 in2R2=25.0 in2 (1.5)DL Defl= 0.33 in Recom Camber=0.49 in Data Beam Span 16.5 ft Reaction 1 LL 7543# Reaction 2 LL 9719# Beam Wt per ft 17.09# Reaction 1 TL 12938# Reaction 2 TL 16243# Bm Wt Included 282# Maximum V 16243# Max Moment 54493 W Max V(Reduced) 12591 # TL Max Defl L/240 TL Actual Defl L/310 LL Max Defl L/360 LL Actual Defl L/637 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 263.67 70.31 0.64 0.31 Critical 236.93 68.43 0.83 0.55 Status OK OK OK OK Ratio 90% 97% 77% 57% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 " Adjustments Cv Volume 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:420 Uniform TL: 578 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2660 B=4250 15.0 465 H =740 0 16.5 1 =85 0 16.5 J=45 0 6.0 K=75 0 16.5 K J I H Uniform Load A Pt loads: B . . - R1 =12938 R2= 16243 SPAN= 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. �f ,'(0 f o `) 1- 1x 1 - Sherman Engineering Inc. 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 56'--') BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 - Nguyen Res-UFB8 75SL Prepared by:SEW Date:8/19/14 Selection 3-1/8x 22-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=21.1 int R2=24.9 in2 (1.5)DL Defl= 0.33 in Recom Camber=0.49 in Data Beam Span 16.5 ft Reaction 1 LL 8337# Reaction 2 LL 9626# Beam Wt per ft 17.09# Reaction 1 TL 13732# Reaction 2 TL 16154# Bm Wt Included 282# Maximum V 16154# Max Moment 56481 '# Max V(Reduced) 12540# TL Max Defl L/240 TL Actual Defl L/301 LL Max Defl L/360 LL Actual Defl L/601 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 263.67 70.31 0.66 0.33 Critical 245.57 68.15 0.83 0.55 Status OK OK OK OK Ratio 93% 97% 80% 60% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 • Adjustments Cv Volume 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:420 Uniform TL: 578 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1995 B=3590 15.0 350 H=625 0 16.5 165 I=250 0 16.5 90 J= 135 0 6.0 K=75 0 16.5 K J I H _ Uniform Load A Pt loads: B R1 = 13732 R2= 16154 SPAN= 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. (-) y'( 0 Iq/)4) ? • Sherman Engineering Inc. OF VT 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 `fijt--> BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 • Nguyen Res-UFB9 Prepared by: SEW Date:8/19/14 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.7 in2 R2=3.7 in2 (1.5) DL Defl= 0.03 in Data Beam Span 6.5 ft Reaction 1 LL 1430# Reaction 2 LL 1430# Beam Wt per ft 9.57# Reaction 1 TL 2314# Reaction 2 TL 2314# j Bm Wt Included 62# Maximum V 2314# Max Moment 3761 '# Max V(Reduced) 1647# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 73.83 39.38 0.05 0.03 Critical 45.58 13.72 0.33 0.22 Status OK OK OK OK Ratio 62% 35% 16% 12% 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:340 Uniform TL: 468 =A Par Unif LL Par Unif TL Start End 100 H= 160 0 6.5 I=75 0 6.5 I H Uniform Load A _ R1 314 R2=2314 SPAN=6.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. U 1 b 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-UFB10 Prepared by: SEW Date:8/19/14 Selection 6x 12 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.3 in2 R2=4.3 in2 (1.5) DL Defl= 0.23 in Data Beam Span 14.0 ft Reaction 1 LL 1330# Reaction 2 LL 1330# Beam Wt per ft 15.37# Reaction 1 TL 2698# Reaction 2 TL 2698# Bm Wt Included 215# Maximum V 2698# Max Moment 9442'# Max V(Reduced) 2328# TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 121.23 63.25 0.38 0.15 Critical 72.98 17.86 0.70 0.47 Status OK OK OK OK Ratio 60% 28% 55% 32% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1553 196 1.6 625 Adiustments 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: 150 Uniform TL: 240 =A Par Unif LL Par Unif TL Start End H=75 0 14.0 40 I =55 0 14.0 H Uniform Load A R1 =2698 R2=2698 SPAN= 14 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. , 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-MFJ garage Prepared by:SEW Date:8/19/14 Selection (2)2x 12 DF-L#2 @ 12 in oc Lu=0.0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area R1=2.2 in2 R2=2.2 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 7.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 0# Reaction 1 TL 1353# Reaction 2 TL 1353# Bm Wt Included 0# Maximum V 1353# Max Moment 4336'# Max V(Reduced) 1292# TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 63.28 33.75 0.06 0.05 Critical 50.27 10.76 0.35 0.23 Status OK OK OK OK Ratio 79% 32% 16% 21% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1035 180 1.6 625 Adjustments CF Size Factor 1.000 • Cd Duration 1.00 1.00 Cr Repetitive 1.15 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 TL: 65 =A Point LL Point TL Distance 2250 B=2250 3.5 Uniform Load A Pt loads: B R1 = 1353 R2=1353 SPAN=7 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. 1V `FIS 1 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 l yt, BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-MFB1 Prepared by:SEW Date:8/19/14 Selection 6x 10 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.8 in2 R2=3.8 in2 (1.5) DL Defl= 0.08 in Data Beam Span 10.0 ft Reaction 1 LL 1700# Reaction 2 LL 1700# Beam Wt per ft 12.7# Reaction 1 TL 2401 # Reaction 2 TL 2401 # Bm Wt Included 127# Maximum V 2401 # Max Moment 6002'# Max V(Reduced) 2021 # TL Max Defl L/240 TL Actual Defl L/610 LL Max Defl L/360 LL Actual Defl L/988 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 82.73 52.25 0.20 0.12 Critical 53.36 17.83 0.50 0.33 Status OK OK OK OK Ratio 64% 34% 39% 36% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1350 170 1.6 625 Adjustments CF Size Factor 1.000 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:340 Uniform TL: 468 =A Uniform Load A R1 =2401 R2=2401 SPAN= 10 FT Uniform and partial uniform loads are lbs per lineal ft. . Sherman Engineering Inc. 'V`f 62 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 5i1--1 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-MFB2 Prepared by: SEW Date: 8/19/14 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=9.7 in2R2=25.5 in2 (1.5) DL Defl= 0.06 in Recom Camber=0.10 in Data Beam Span 10.0 ft Reaction 1 LL 4088# Reaction 2 LL 10272# Beam Wt per ft 22.42# Reaction 1 TL 6310# Reaction 2 TL 16545# Bm Wt Included 224# Maximum V 16545# Max Moment 31380'# Max V(Reduced) 15187# TL Max Defl L/240 TL Actual Defl L/884 • LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 276.75 92.25 0.14 0.07 Critical 136.44 82.54 0.50 0.33 Status OK OK OK OK Ratio 49% 89% 27% 22% Fb(psi) Fv(psi) E(psi x mil) Fci_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 - Adjustments Cv Volume 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:420 Uniform TL: 578 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 9720 B= 16245 8.0 220 H=305 8.0 10.0 H Uniform Load A Pt loads: B - R1 =6310 R2= 16545 SPAN= 10FT Uniform and partial uniform loads are lbs per lineal ft. • - Sherman Engineering Inc. LiMif(533151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 - Nguyen Res-MFB3 Prepared by:SEW Date:8/19/14 Selection 6-3/4x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=8.6 in2 R2=8.6 in2 (1.5)DL Defl= 0.25 in Recom Camber=0.37 in Data Beam Span 19.5 ft Reaction 1 LL 3900# Reaction 2 LL 3900# Beam Wt per ft 24.6# Reaction 1 TL 5602# Reaction 2 TL 5602# Bm Wt Included 480# Maximum V 5602# Max Moment 27312'# Max V(Reduced) 4884# TL Max Defl L/240 TL Actual Defl L/372 LL Max Defl L/360 LL Actual Defl L/615 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 253.13 101.25 0.63 0.38 Critical 142.48 30.53 0.98 0.65 Status OK OK OK OK Ratio 56% 30% 65% 58% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2300 240 1.8 650 . Adjustments Cv Volume 0.958 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:400 Uniform TL: 550 =A Uniform Load A _ R1 =5602 R2=5602 SPAN= 19.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. M c-V 3 I 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-MFB3 steel op Prepared by:SEW Date:8/19/14 Selection W 8x 21 36 ksi Wide Flange Steel Lateral Support: Lc=5.6 ft max. Conditions Actual Size is 5-1/4 x 8-1/4 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= 0.25 in Recom Camber=0.38 in Data Beam Span 19.5 ft Reaction 1 LL 3900# Reaction 2 LL 3900# Beam Wt per ft 21.0# Reaction 1 TL 5567# Reaction 2 TL 5567# Bm Wt Included 410# Maximum V 5567# Max Moment 27140'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/276 LL Max Defl L/360 LL Actual Defl L/393 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 18.20 2.07 0.85 0.59 Critical 13.71 0.39 0.98 0.65 Status OK OK OK OK Ratio 75% 19% 87% 92% Fb(psi) Fv(psi) E(psi x mil) Values Ref.Value Fy 36000 36000 29.0 Adjusted Values 23760 14400 29.0 Adjustments YP Factor, Lc 0.66 0.40 Loads Uniform LL:400 Uniform TL: 550 =A Uniform Load A /\ R1 =5567 R2=5567 SPAN= 19.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-MFB4 Prepared by: SEW Date:8/19/14 Selection 6x 12 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=7.5 in2 R2=5.9 in2 (1.5)DL Defl= 0.03 in Data Beam Span 7.5 ft Reaction 1 LL 3350# Reaction 2 LL 2650# Beam Wt per ft 15.37# Reaction 1 TL 4684# Reaction 2 TL 3709# Bm Wt Included 115# Maximum V 4684# Max Moment 8187'# Max V(Reduced) 3879# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 121.23 63.25 0.09 0.05 Critical 72.77 3.4.22 0.38 0.25 Status OK OK OK OK Ratio 60% 54% 23% 22% Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1350 170 1.6 625 Adjustments CF Size Factor 1.000 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:600 Uniform TL: 825 =A Point LL Point TL Distance 1500 B=2090 2.0 Uniform Load A Pt loads: B R1 =4684 R2=3709 SPAN=7.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 , BeamChek v2007 licensed to:Shelman Engineering Inc. Reg#7992-66413 Nguyen Res-MFB5 Prepared by: SEW Date:8/19/14 Selection 6x 10 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5) DL Defl= 0.02 in Data Beam Span 5.5 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 12.7# Reaction 1 TL 2786# Reaction 2 TL 2786# Bm Wt Included 70# Maximum V 2786# Max Moment 5893'# Max V(Reduced) 2416# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in3) TL Defl (in) LL Defl Actual 82.73 52.25 0.05 0.03 Critical 52.39 21.32 0.28 0.18 Status OK OK OK OK Ratio 63% 41% 19% 15% • Fb(psi) Fv(psi) E(psi x mil) Fc_1._(psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1350 170 1.6 625 Adjustments CF Size Factor 1.000 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 TL: 455 =A Point LL Point TL Distance 3000 B=3000 2.75 Uniform Load A Pt loads: B R1 =2786 R2=2786 SPAN=5.5 FT Uniform and partial uniform loads are lbs per lineal ft. • Sherman Engineering Inc. 1"VqJ'10 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 9 CL "' BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-MFB6 Prepared by:SEW Date:8/19/14 Selection PT 5-118x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.5 int R2=5.5 in2 (1.5) DL Defl= 0.22 in Recom Camber=0.32 in Data Beam Span 14.0 ft Reaction 1 LL 2520# Reaction 2 LL 2520# Beam Wt per ft 13.08# Reaction 1 TL 3557# Reaction 2 TL 3557# Bm Wt Included 183# Maximum V 3557# Max Moment 12448'# Max V(Reduced) 3112# TL Max Defl L/240 TL Actual Defl L/298 LL Max Defl L/360 LL Actual Defl L/481 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 94.17 53.81 0.56 0.35 Critical 62.24 19.45 0.70 0.47 Status OK OK OK OK Ratio 66% 36% 81% 75% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 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:360 Uniform TL: 495 =A Uniform Load A R1 =3557 R2=3557 SPAN= 14 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. cf, 1 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 C7'/I--)_ ) / BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 • Nguyen Res-MFB7 `f Prepared by: SEW Date:8/19/14 Selection PT 6x 12 DF-L#1 Lu=0.0 Ft Conditions NDS 2005, Incised Min Bearing Area R1=3.3 in2 R2=3.3 in2 (1.5) DL Defl= 0.11 in Data Beam Span 14.0 ft Reaction 1 LL 1400# Reaction 2 LL 1400# Beam Wt per ft 15.37# Reaction 1 TL 2033# Reaction 2 TL 2033# Bm Wt Included 215# Maximum V 2033# Max Moment 7114'# Max V(Reduced) 1754# TL Max Defl L/240 TL Actual Defl L/615 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 121.23 63.25 0.27 0.16 Critical 79.05 19.35 0.70 0.47 Status OK OK OK OK Ratio 65% 31% 39% 35% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1080 136 1.5 625 _ Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 - Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:200 Uniform TL: 275 =A Uniform Load A _ R1 =2033 R2=2033 SPAN=14 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. � Q?2, 1,1 3151 NE Sandy Blvd.Ste. 100, Portland OR 97232 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 - Nguyen Res-LFB1 Prepared by: SEW Date:8/19/14 Selection 6x 10 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.3 in2 R2=4.3 in2 (1.5)DL Defl= 0.07 in Data Beam Span 9.5 ft Reaction 1 LL 1900# Reaction 2 LL 1900# Beam Wt per ft 12.7# Reaction 1 TL 2673# Reaction 2 TL 2673# Bm Wt Included 121 # Maximum V 2673# Max Moment 6348'# Max V(Reduced) 2227# TL Max Defl L/240 TL Actual Defl L/608 LL Max Defl L/360 LL Actual Defl L/979 Attributes Section (in3) Shear(in21 TL Defl(in) LL Defl Actual 82.73 52.25 0.19 0.12 Critical 56.43 19.65 0.48 0.32 Status OK OK OK OK Ratio 68% 38% 39% 37% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1350 170 1.6 625 _ Adiustments CF Size Factor 1.000 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 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:400 Uniform TL: 550 =A Uniform Load A R173 R2=2673 SPAN=9.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering Inc. I— Z 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 � , BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 • Nguyen Res-LFB2 Prepared by:SEW Date:8/19/14 Selection 6x 10 DF-L#1 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5)DL Deft= 0.04 in Data Beam Span 7.5 ft Reaction 1 LL 2025# Reaction 2 LL 2025# Beam Wt per ft 12.7# Reaction 1 TL 2832# Reaction 2 TL 2832# Bm Wt Included 95# Maximum V 2832# Max Moment 5310'It Max V(Reduced) 2234# TL Max Defl L/240 TL Actual Defl L/923 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 82.73 52.25 0.10 0.06 Critical 47.20 19.71 0.38 0.25 Status OK OK OK OK Ratio 57% 38% 26% 24% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1350 170 1.6 625 Adjustments CF Size Factor 1.000 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:540 Uniform TL: 743 =A Uniform Load A _ R1 =2832 R2=2832 SPAN=7.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, Inc. LL-1 3151 NE Sandy Blvd. Portland, OR 97232 7/23/2014 (503)230-8876 Phone (503)226-4745 Fax SEW Nguyen Residence Lateral Loads: Wind: ASCE 7-05 Method 1 Basic Wind Speed = 100 Kzt = 1.20 (5 6 LLy Exposure Category = B A = 1.09 Building Height = 40 I = 1.00 Roof Slope = 6 :12 = 27 Zone Pressure A 25.2 B 7.9 C 18.8 D 7.0 End Zone end zone= 2 * (a) a= 10%least width= 0.1 * 50 ' End Zone= 10 feet Seismic: Zip Code: 97224 Sds= 0.711 R= 6.5 V=Cs *W Cs= (p)*Sds/( R/I ) = 1.3 * (0.711 ) = 0.142 6.5/ 1.00 V= 0.142 *W 190 „viz, 'p 0) 8 '0 4dzo 'o 2, S 1.5 ( L' U j 'L_ 0-z q e9Z1 1,1 Y)2. (—vv.] (<1 r) 5101 zr. t'o� 0 '.51 /Sh 'o Q.° Z H 545• c_51)cQo c,i vcrn S✓ cq ( )c )(Q---z) ( ( ( 9 - ��,acsxos ) } (\‘S)SO� a 1:6 --S-)(;)(c)° ) c1-7)- ��E ch) (2.5 51 � z �L. ) deo Cs--)c.feJc6-) cl<CL) c 0(\_,2,--'-3" (2 /2-C) Oc)-•6 y1 .cam - )()\D u,n 1 ....11.5) - )>.J SiS5 Z1- • 12412 SW Autumn View St Street View•Search nearbyLL 1 3 ✓"'" - -- %SW Butt'l�Aountatn,Rd. 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Vi=i f ! omao—r,�_I „--- _ _—-- - ! , i i— _ _I 1.�.. ` • r• •1 ., a, =® - .' . e:,1 ■■ o � A •I emsI I •, Aii .. te.. •. .� . . : i t , (-9 .) . iii l� —i WIpo (5E-,-5.r„ c `� , // IS C(-' r 1S Y S L v 1/-F- C S>; 1 4 ;D c't 0 .1 b Io l) a 7 C(-'-2.7%)(S s 1 '` 14 V-3) ' ` 5 -3'S Z / ft 6(00/ :7. x,45 `4�t, t�>/�\ �C� f‘ I� \r- g3" LV v.,1 Ez 14117(..... ) /C\ \/H A-T- G -0 r -I)1.n�14-12-n;c, v , ' LL OVERTURNING - Nguyen Residence Seismic 8/20/2014 Front Back Direction 1-- - Scfs+^,� Ce��-4s. ///// - ( J Ji CAU- -6VS GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET 6'� wkr ri._ LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,ot ABOVE UPLIFT LINE A V-3 29 0.067 9 2 15 42.89 Seismic 17.5 -0.28 OK w/ nails 4- V-2 29.5 0.148 9 5 15 63.96 Seismic 39.3 0.00 0.03 OK w/nails 4- V-1 7.5 0.128 9 2 15 2.87 Seismic 8.6 0.00 0.92 //i1l 0.92 1,1/;/;/2/9019P/11140/,77 LINE B V-3 18.5 0.180 9 2 15 17A5 Seismic 30.0 I .05 Use MSTA36 it V-2 4 0.333 9 2 15 0.82 Seismic 12.0 0.00 2.87 /////.l)eili9 4%//�/ V-1 4 0.482 9 2 15 0.82 Seismic 17.4 2.87 7.09 i , 2/ 7.09 ' (,(7',/ LINE C V-3 14 0.238 9 2 15 10.00 Seismic 30.0 I .71 Use MST37 4' V-2 16.5 0.296 9 2 15 13.88 Seismic 44.0 I .7 I 3.57 Use MST60 4- V-1 16.5 0.382 9 2 15 13.88 Seismic 56.7 3.57 6.8I LINE 0 V-3 12 0.069 9 2 15 7.34 Seismic 7.5 0.25 Use MSTA36 lk V-2 29.5 0.129 9 4 15 57.44 Seismic 34.2 0.00 -0.01 OK w/ nails of V-1 40 0.097 9 2 15 81.60 Seismic 34.9 0.00 -0.35 f/11/2 ' '4'" � rt ) t 13 1 OT-Nguyen Res a ' LL ' OVERTURNING - Nguyen Residence Wind 8/20/2014 Front Back Direction , W\ry n Cow l S GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET ,'fl' S��S �� Cax►ln SE-fi Pt�4`4v' P1/4G-c2._ LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,ot ABOVE UPLIFT LINE A V-3 29 0.047 9 2 15 42.89 WIND 12.3 -0.46 / ;r' '% ;- V-2 47 0.149 9 2 15 112.66 WIND 63.0 0.00 -0. 10 /7/ /7- / V-1 7.5 0.151 9 2 15 2.87 WIND 10.2 0.00 1 . 13 Use STHD 14 X I .13 Use MSTA36 04. LINE B V-3 18.5 0.136 9 2 15 17.45 WIND 22.6 0.66 .✓�// 30,, e/e V-2 4 0.339 9 2 15 0.82 WIND 12.2 0.00 2.93 Use M5T48 44 V-1 4 0.543 9 2 15 0.82 WIND 19.5 2.93 7.69 Use HDU I 1-5D52.5 4 7.69 Use CMST 12 14' LINE C V-3 14 0.174 9 2 15 10.00 WIND 21.9 1 . 14 V-2 16.5 0.304 9 6 15 22.05 WIND 45.1 1 . 14 3.07 %/ // °� rr/tr, : V-1 16.5 0.521 9 2 15 13.88 WIND 77.4 3.07 7.26 Use HDUB 7.26 Use CMST 12 LINE D V-3 12 0.048 9 2 15 7.34 WIND 5.2 0.06 ..%,/,2;,.-;,/ ,r,/,' .;>- V-2 29.5 0.136 9 6 15 70.49 WIND 36.1 0.00 -0.2 I / v",„„--;, V-1 40 0.141 9 2 15 81.60 WIND 50.8 0.00 0.05 OK w/A.B.'s * 1 OT-Nguyen Res LL • 8/20/2014 OVERTURNING - Whitlow Res 5 1E,t r�,c < Cegs C. Front Back Direction l/7/7 - L,,thi 0 Com $'-S GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,ot ABOVE UPLIFT UNE I V-3 2.5 0.125 9 2 15 0.32 Seismic 2.8 1 .05 ////:Aht,C11148.1,436‘':' 41 Lar. 2,---- 5F_ eisit,6 LA_ 16 LINE 3 V-3 7 0.183 9 2 15 2.50 Seismic 11.5 I .43 Use MST37C V-2 2.66 0.333 9 2 15 0.36 Seismic 8.0 0.00 2.92 Use MST48 V-1 23.5 0.213 9 2 15 28.16 Seismic 45.0 0.00 I .20 ✓ , V-0 23.5 0.219 9 2 15 28.16 Seismic 46.3 I .20 2.45 G X,<„ ;{ LINE 4 V-3 3.75 0.190 9 2 15 0.72 Seismic 6.4 1 .60 Use M5T37 4- V-2 6 0.171 9 2 15 1.84 Seismic 9.2 0.00 1 .36 Use M5T37 V-1 6 0.229 9 2 15 1.84 Seismic 12.4 1 .36 3.23 Use 1-1DU5 - LINE 5 V-3 4 0.197 9 2 15 0.82 Seismic 7.1 I .65 WZ/A#441! 'k,// V-2 4 0.448 9 2 15 0.82 Seismic 16.1 I .65 5.566;1iUM ./,vf, V-1 2.5 0.448 9 2 15 0.32 Seismic 10.1 0.00 3.96 � /lit'/ LT,. ______\ .:_z..- OT-Nguyen Res LL ' • 8/20/2014 OVERTURNING - Whitlow Res \,J1 00 " w 0 J''' `"', /7,,,/ 5e,5pi,,c ra•i i(Zo Front Back Direction � I^ T.FkJ`4k" (1A4( GRID 5HEAR DEAD DEAD MAX UPLIFT LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,ot ABOVE UPLIFT LINE I V-3 2.5 0.13 9 2 15 0.32 WIND 2.9 1 .09 Use MSTA36 I LAE 2 S61C 7k C- LL. ,6 LINE 3 V-3 7 0.129 9 2 15 2.50 WIND 8.1 0.95A,. �y .,,,,y,'V-2 2.66 0.322 9 2 15 0.36 WIND 7.7 0.00 2.52 �W/../ ' l`( '' V-1 23.5 0.274 9 2 15 28.16 WIND 58.0 0.00 I .75 Use M5T37 Y- V-0 23.5 0.369 6 2 15 21.54 WIND 52.0 1 .75 3.41 Use STHD 14 . LINE 4 V-3 3.75 0.132 9 2 15 0.72 WIND 4.5 I .07 �i,.f,; �; *A V-2 6 0.148 9 2 15 1.84 WIND 8.0 0.00 I .15 ,/,,�',- -` ' ', :. V-1 6 0.231 9 2 15 1.84 WIND 12.5 1 . 15 3.04 ,/,✓ a "- / . ;' LINE 5 V-3 4 0.267 9 2 15 0.82 WIND 9.6 2.28 Use M5T37 -k- V-2 4 0.889 9 2 15 0.82 WIND 32.0 2.28 10. 16 Use HDU I 4-5D52.5 V-1 2.5 0.889 9 2 15 0.32 WIND 20.0 0.00 7.92 Use HDU I I-5D52.5 - t.\ f� OT-Nguyen Res t=vt>_S '-)k 9 ) '1 SD -)-5.n 00q � LL G)1 L_--!---.1 4e. ) 5'iA 111_ 411 I. ;t)---tI it) 2-t --71-"` `>fv-4-r , -7;',-77)'(2J Jsod c, XS /r, h1r161 9i. g h1 - \—S''1')( L.) RGi. / + -11-1- C dJ. 4i io s Z 4C -)� 1, 5 + I �1 �4 g1 r7 cs„ hs t id-q--0.1.S --11-i/ - c4 d 3?O (ilc) ._, '' r ;"4.--)-----1- , 121III ( 05)00 02 ZZ = \ ! 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C- ez- - s "+rn i,--.1 / i `z; { r 1 rr7"_1),., ;-) r'Pt.1-'may-1, Q ) Tal Loo = (S'51i)4-'0 092 51 i -;, ,-,-:-.,-_--3,-;-,, s,,j,. S) x/51 � S 1 s - C 52' � j S �Z = M ..).s ---6Z -- (7.1 =4Q)t) `1.0-1 ' ) 4sj 211 - 'e,, h -r4S) 11-1-' ,. -,5 - cVS 6\ ca i -1-1 • Sherman Engineering Inc. LL 3151 NE Sandy Blvd. Ste. 100, Portland OR 97232 S�� BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 Nguyen Res-Wind Stud-Deflection Prepared by: SEW Date:8/20/14 Selection (2)1-3/4x 7-1/4 1.9E TJ Microllam LVL Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=1.1 in2 R2=1.1 in2 (1.5) DL Defl= 0.13 in Data Beam Span 19.0 ft Reaction 1 LL 769# Reaction 2 LL 769# Beam Wt per ft 6.52# Reaction 1 TL 830# Reaction 2 TL 830# Bm Wt Included 124# Maximum V 830# Max Moment 3945'# Max V(Reduced) 778# TL Max Defl L/180 TL Actual Defl L/191 LL Max Defl L/180 LL Actual Defl L/214 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 30.66 25.38 1.19 1.07 Critical 10.63 2.56 1.27 1.27 Status OK OK OK OK Ratio 35% 10% 94% 84% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 2600 285 2.0 750 Adjusted Values 4455 456 2.0 750 Adjustments CF Size Factor 1.071 Cd Duration 1.60 1.60 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:81 Uniform TL: 81 =A Uniform Load A • R1 =830 R2=830 SPAN= 19 FT Uniform and partial uniform loads are lbs per lineal ft. ULo ALL PANEL EDGES MUST 5) ."(---.J SHEARIA1ALL SCHEDULE BE BLOCKED UNLESS NOTED OTHERWISE SOLE PLATE MARK WALL COVER FASTENERS o PANEL INTERM. CONN(SEE RIM OCREMARKS EDGES STUDS BLKSCOONNN NOTE*3) /` 1/16°APA.- 0.131'x2-I/2" 16D o 6°O.G. A35 8d COMMON 0 6"0.G. '� FILL ROUND- 6"O.G. 12'0.G. I/2"x10'AB.S 0 24"0.G. SUITABLE SUBST.FOR (255*) R'�SHT'G HEAD P-NAIL o 32°O.G. 0.131"-F.RH.P-NAIL AL5/8'GAB. bd WALLED. 160 0 6"0.G. A35 NAILING APPLIES TO EACH EACH SIDE NAIL or 2" 4"O.G. 4'O.C. I/2"x10°AB.5 o 36"O.G. SIDE OF WALL.(EDGE (1759) "W"s6 SCREW 0 36"0.G. SLK'G IS REQUIRED) / \ 5/6"GAB. 6d WALLED. 160 o 5"0.G. A35 NAILING APPLIES TO EACH NAIL or 2" I/2"x10"AB.5 o 48"O.G. SIDE OF WALL.(EDGE (1450 EACH SIDE "N"#b SCREW 1"O.G. 1'D.G. 0 32"0.G. BLK'&15 NOT REQUIRED) W0.131"x2 i/2" 160 0 4"0.G. A35 8d COMMON NAIL OK 1A6"APA- FULL ROUND- 4°0.0 12'0.G. 112'x12"AB.S 0 18°0.G. 5IB5TITUTE FOR ANY (350#) RATED 5141'6 HEAD P-NAIL 0 24"0.G. 0.131""(q GA)P-NAIL 40.131'x2-I/2" 20d o 3'O.G. A35 3x REQUIRED 0 ALL D 1/16"A.PA: FULL ROUND- 3"0.C. 12"0.G. I/2°x12"ABS 0 12"0.G. PANEL JOINTS 4 DEL (50519(50519 RATED SHT'G HEAD P-NAIL 0 24"O.G. 2X 50LE PLATE ©40.131"x2-I/2" 20d o 3"O.G. A35 3x REQUIRED o ALL 1/16"APA "O.G. FULL ROUND- 12"O.G. 3/4'x12"ABS0 10"O.G. PANEL JOINTS 4 (610*) RATED SW-I& HEAD P-NAIL STAGRD. AS0 24°0.G. 50LE PLATES 44 1/Ib"APA. 0.131"x2-1/2' A35 0 5'O.G. A35 3x REQUIRED 0 ALL PANEL 4RATED SHTG FULL ROUND- 5T"ACRD. 12'O.G. 3/4"x12"AB.S 0 8"O.G. DINTS EA.EIDE WALL (140 ) EACH 5IDE HEAD P-NAIL 0 24"O.G. �4 1/16"APA. 0.131'x2-I/2" A35 0 4"O.G. A35 3x REQUIRED 0 ALL PANEL RATED SHT'G FULL ROUND- 3"O.G. 12'0.G. 3/4'x12"ABS 0 6"O.G. PANEL JOINTS d SOLE PLATES (1010#) EACH SIDE HEAD P-NAIL STAGRD. 0 18"O.G. OFFSET JOINTS EA.SIDE OF WALL 1/16°APA. 0.131"x2-I/2° 2'O.G. HTA35 0 3"O.G. A35 3x REQUIRED 0 ALL RATED SKFULL ROUND- STAGRD. 12"O.G. 3/4"x12"ABS 0 4"O.G. PANEL JOINTS d 50LE PLATES (1580#) EACH SIDE HEAD P-NAIL 0 12°0.G. OFFSET JOINTS EA.SIDE OF WALL HOLDOWN SCHEDULE MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS4 NO SPECIAL CONNECT BTM.PL TO "STH17I4" (38) lbd SINKERS HOLDOWN FLR J5T/BMBLK'G v (3.64 KIPS) STDHI4 RJ 0 RIM JOIST REQUIRED 1N/ 16c10 4" O.G. (13) IOd COMMON (14)SDSI/4x2-1/2"SCREWS v MSTA36 NAILS AT EACH END "HDU5-512525" d SIMPSON 55TB24 x (2.05 kips) © (52,KIPS) 5/8"DIA.ANCHOR BOLT o 13/4" o.c. STAGG (II) Ibd COMMON (20)SD51/4x3"SCREWS MST31 512 "HDUB- 525' (3)2x6 POST REQ'D 4 © \ 8 /(234 kips) NAILS AT EACH END (1.61 KIPS) 4 SIMPSON 55TB28 O 13/4"o.c. STAGG MST48 (11) Ibd COMMON RE"HDU11-512525' bxb POST REQ'D C © (3.63 kips) NAILS AT EACH END ® I 3/4" o.c. STAGG V (q535 KIPS) d SIMPSON 581x30 "MST60" (24) 16d COMMON "HDUI4-5DS25" (36)51251/4x2-I/2"SCREWS v (4.83 kips) IO NAILS AT EACH END (14.925 KIPS) SIMPSON SBIx306x6 POST 0 d O I 3/4" o.c. (44) Ibd COMMON "CMST12) NAILS AT EACH END ® "T522" (9) 160 EACH END © (4.21 kips) ® 1 3/4" o.c. NOTES: I. DBL 2x SILL PLATE MAY BE SUBSTITUTED 3x PLATE IF THE ANCHOR BOLTS ARE DOUBLED FOR WALLS IN/SHEAR UP TO 6004t/FT 2. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON"CATALOG FOR ALL HOLDOWN CONNECTIONS. 3. FOUNDATION ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.229"x3"x3" IN SIZE. 4. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE BOTTOM PLATE IF SHEAR 15 GREATER THAN 200 PLF. 5.ALLOWABLE SHEAR FOR TYPE MAY BE INCREASED TO 330*FOR WIND LOADING. b. ALLOWABLE SHEAR FOR TYPE!`\MAY BE INCREASED TO 460#FOR WIND LOADING. 1. 16d = 0.162" DIA. x 35" LONG IOd = 0.148"DIA.X 3.0" LONG 8d = 0.131" DIA.X 2.5" LONG