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Specifications (61) A S, HERMAN / ENGINEERING INC --1-j-ILl-r-r11171-111-1FEI, (Aq ••ls csv._) r•C\LkeciL)(-14- "Sks' 3151 NE SANDY BLVD.,SUITE 100 PORTLAND,OR 97232 PHONE(503) 230-8876 SHERMANENGINEERS.COM I Structural Calculations May 3, 2018 Wolfsen Residence 9926 SW Murdock St. Tigard, OR 97224 RECEIVED - c's/f4I 18 "6 1)\1.n MAY _ 7 2018 dli t\ ICA 111_ itili---- SEI Project#18-MSAP-05-557 ctry OF TIGARD s ;b .0 Prepared For: BUILDING DIVISION - / ,- ,-, • 4,-,'--.-..:,"--'I',:;,,,'?' '-',c*c Aloha Fence and Deck S :- -- 6700 SW 199th CT EXPIRES oi,301 -,, Aloha, OR 97078 Subject Sheet No. Plan and Details: 51 Foundation: FD1 Deck Ledger: DF1 Framing: Beams DB1 Joists DJ1 1 'i cam© r� • 2,1 (/ ' ?L1 2 LJ� y71� '7/1/ d3 g/ xtti ,, g/ 27i 9 - J = 0©7//0 2SL2 = -� , / - (z) 169z. / CW(7 J.// �hz� SHERMAN ENGINEER/NG, INC. 3/5! NE Sandy Blvd. Ste. l 00 Portland, OR 97232 JOS: Wolfsen Residence Deck DF I CLIENT: Aloha Fence and Decking 4/24/2018 JML DECK LEDGER Loading: DL psf LL psf Total psf IO 40 50 Tributary: 4 ft 4 ft x 50 psf = 200 plf 200 plf x I .33 ft = 266 # V 16d= I39 # USE: 2GG = I .91 (2)_ I Gd NAILS @ I G" O.C. 135 Seismic: Sds = 0.73 R = G.5 V = Sd5 W = 0. 135 W R Load: 10 psf x 10 x 20 = 2 kips (V)'(W) = 0. 13 x 2.00 = 0.27 kips Lag Bolts: V 1/4" SDS SCREW 340 # = 340 W 1/4" SDS SCREW: 340 # x 3" = 1020 V Governs: 0.27 / 0.34 = 0.79 0.79 = (I) 1/4" SD5 SCREWS USE 2x LEDGER W/ (2) I Gd NAILS @ I G" O.C. AND (I) 1/4" SDS SCREWS 4' O.C. A,24,l ' BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 Wolfsen Reidence Deck Beam DB 1 Date:4/24/18 Selection PT 4x 12 HF#2 Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005,Overhang, Incised Min Bearing Area R1=3.4 in2 R2=4.2 in2 (1.5) DL Defl= 0.03 in. Data Beam Span 9.0 ft Reaction 1 LL 1067# Reaction 2 LL 1333# Beam Wt per ft 9.57# Reaction 1 TL 1376# Reaction 2 TL 1720# Bm Wt Included 96# Maximum V 1410# Overhang Length 1.0 ft Max Moment 3056'# Max V(Reduced) 1120# Total Beam Length 10.0 ft I TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/690 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/988 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl OH IL Defl OH LL Defl Actual 73.83 39.38 0.10 0.07 -0.03 -0.02 Critical 49.03 14.00 0.45 0.30 0.10 0.07 Status OK OK OK OK OK OK Ratio 66% 36% 21% 22% 35% 36% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 748 120 1.2 405 Adjustments CF Size Factor 1.100 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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:240 Uniform TL: 300 =A (Uniform Ld on Backspan) Par Unit LL Par Unif TL Start End 240 K=300 (OH) 0 1.0 Uniform Load A K Z ., Z . R1 = 1376 R2= 1720 BACKSPAN=9 FT OH= 1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. On i ' 1. BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 Wolfsen Reidence Deck Joist DJ1 Date:4/24/18 Selection I PT 2x 8 HF#2 @ 12 in oc Lu=0.O Ft Lu @OH=0.O Ft Conditions NDS 2005, Overhang, Repetitive Use, Incised Min Bearing Area R1=0.5 in2 R2=0.8 in2 (1.5)DL Defl= 0.02 in. Data ' Beam Span 8.0 ft Reaction 1 LL 150# Reaction 2 LL 250# Beam Wt per ft 0# Reaction 1 TL 188# Reaction 2 TL 313# Bm Wt Included 0# Maximum V 213# Overhang Length 2.0 ft Max Moment 352'# Max V(Reduced) 182# Total Beam Length 10.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/796 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 13.14 10.88 0.07 0.05 -0.06 -0.04 Critical 4.50 2.28 0.40 0.27 0.20 0.13 Status OK OK OK OK OK OK Ratio j 34% 21% 18% 20% 30% 33% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 938 120 1.2 405 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.15 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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 50 =A (Uniform Ld on Backspan) Par Unif LL Par Unif IL Start End 40 K=50 (OH) 0 2.0 Uniform Load A K } 1 0 0 R1 = 188 R2=313 BACKSPAN=8 FT OH=2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.