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Specifications (13) Es c -C(q�J �, HERMAN J 3 G`� 5 A) Cp l�G��'c��z ti- 1-t---4,yENGINEERING „,„,,,p.- 3151 NE SAY BLVD.,Surn 100 PORTLAND,OR 97232 INC PxoNE (503)230-88?6 nNGINEERS.COM Structural Calculations " t October 31, 2016 Noi' 2 tit.,, )/i76 Morimatsu Residence Decks r ` �. r. 13369 SW Clearview wayffN ff- Tigard, OR 97222 a > ` ` %,sp'864,4 1 • SEI Project#16-MSOC-05-325 pi ' ORE'*'"' Off' t'410.10,0 ' . Prepared for: '49 P. sty Creative Fences and Decks EXPIRES: 613'4_2 23300 SW Stafford Hill Dr. West Linn, OR 97068 Subject Sheet No. Plan: S1 Details: D1-D7 Foundation: FND1 Patio Cover: RF1-RF2 Deck Ledger: DF1 Framing: Roof Beam RB1 Deck Beams DB1-DB2 Joists D11 Post DP1 I 44 Fr I 6mv/77 tmokb FiFF- / 7 * 4(z)( z) -- /l g61 Aged /1 E 71 0() -- 7, 7 -� rirail 5767 ( ) (Pe-) --- 10,57 Sherman engineering, Inc. (503) 230-8876 Ph. 31 5/ NE Sandy Blvd. 5te. 100 (503) 226-4745 Fx JOB: MORIMATSU RF I CLIENT: Creative Decks 10/21/2016 JML PATIO COVER WIND: 120 Exp B Open Structure: ASCE 7-10 Roof Slope = 4 12 18.4 degrees Load Combination = D + (0.6W or 0.7E) Net Design Pressure: P = d,GCN I = 23. I PSI , G = 0.85 = 1 .7 velocity pressure: q,, = 0.002% Kz K1 Kd V21 = 26.6 PSF V = 120 Kz = 0.85 Kzt = I Kd = 0.85 depth Trib length Column Reaction : = 23. I x 20 20 2309 lbs Dead Load : 12 x 20 20 1200 1109 lbs Net uplift , Minimum ftg size = ' 2.22 Square x 18" , Seismic: CAT. D ASCE 7-05, Sec. V = I .25a, w R 0. 142 W Sd, = 0.77 R = 6.5 Load: Dead De- h Width —'- 12lpsf x 20 x ( 20 I = ( 4.8 kips Vw = 0. 14 x 4.80 = 0.68 kips Wt L M = 0.68 x 10 = 6823 Ft-lbs ft = 6823 / 20 = 341 lbs (Use LT120B to wall 1 777- -450/ 5 j7Z6 — (fell /7* YF -1-1- <7v/ifYi (4107 -117 -i-171-2 '111'11 "g/gi 7-/w/ SHERMAN ENGINEERING, INC. 3/5/ NE Sandy Blvd. Ste. 100 Pont/and, OR 97232 JOB: Morimatsu Deck and Patio Cover DF 1 CLIENT: Creative Fences and Decks 10/25/2016 JML DECK LEDGER Loading: DL psf LL psf Total psf 10 40 50 Tributary: I 5 ft 5 ft x 50 psf = 250 plf 250 pi' x I I .33 ft = 332.5 # V 16d= 139 # USE: 332.5 = 2.39 (3) 16d NAILS © I G"O.C. 139 Seismic: Sd5 = 0.73 R = 6.5 V = 1 .2 Sd5 W = 0. 135 W Load: I O j psf x I 20 x i 20 = ' 4 kips VW = 0. 13 x 4.00 = 0.54 kips Lag Bolts: V 1/4"SDS SCREW 340 # = 340 W 1/4" SDS SCREW: 340 # x 3" = 1020 V Governs: 0.54 / 0.34 = 1 .59 I .59 = ( (2) 1/4" SDS SCREWS USE 2x LEDGER W/ (3) 16d NAILS @ .MIN. 1 G" 0.C. AND (2) 1/4" 5D5 SCREWS 4' O.C. ll,f,u- BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg it 7992-66413 Morimatsu Res. Roof Beam RBI Date: 11/01/16 Selection PT 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=7.7 in2 R2=7.7 in2 (1.5)DL Defl= 0.41 in Recom Camber=0.62 in Data Beam Span 20.0 ft Reaction 1 LL 3000# Reaction 2 LL 3000# Beam Wt per ft 18.68# Reaction 1 TL 4987# Reaction 2 TL 4987# Bm Wt Included 374# Maximum V 4987# Max Moment 24934'# Max V(Reduced) 4363# TL Max Defl L/240 TL Actual Defl L/290 LL Max Defl L/360 LL Actual Defl L/577 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 192.19 76.88 0.83 0.42 Critical 110.32 23.71 1.00 0.67 Status OK OK OK OK Ratio 57% 31% 83% 62% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2712 276 1.8 650 Adjustments Cv Volume 0.983 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:300 Uniform TL: 480 =A Uniform Load A R987 R2=4987 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. 7:431 lOZ.ti VP BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 Morimatsu Res. Deck Beam DB1 Date: 10/21/16 Selection PT 5-1/8x 15 GAB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=8.0 in2 R2=8.0 in2 (1.5) DL Defl= 0.25 in Recom Camber=0.37 in Data Beam Span 20.0 ft Reaction 1 LL 4000# Reaction 2 LL 4000# Beam Wt per ft 18.68# Reaction 1 TL 5187# Reaction 2 TL 5187# Bm Wt Included 374# Maximum V 5187# Max Moment 25934'# Max V(Reduced) 4538# IL Max Defl L/240 TL Actual Defl L/300 LL Max Defl L/360 LL Actual Defl L/433 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 192.19 76.88 0.80 0.55 Critical 131.95 28.37 1.00 0.67 Status OK OK OK OK Ratio 69% 37% 80% 83% Fb(psi) Fv(psi) E (psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2359 240 1.8 650 Adjustments Cv Volume 0.983 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: 500 =A Uniform Load A R 87 Z . R2=5187 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. Q132- 10,21/ BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 Morimatsu Res. Deck Beam DB2 Date: 10/25/16 Selection PT 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.7 in2 R2=5.7 in2 (1.5)DL Defl= 0.18 in Recom Camber=0.28 in Data Beam Span 20.0 ft Reaction 1 LL 2800# Reaction 2 LL 2800# Beam Wt per ft 18.68# Reaction 1 TL 3687# Reaction 2 TL 3687# Bm Wt Included 374# Maximum V 3687# Max Moment 18434'# Max V(Reduced) 3226# TL Max Defl L/240 TL Actual Defl L/419 LL Max Defl L/360 LL Actual Defl L/619 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 192.19 76.88 0.57 0.39 Critical 93.79 20.16 1.00 0.67 Status OK OK OK OK Ratio 49% 26% 57% 58% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2359 240 1.8 650 Adjustments Cv Volume 0.983 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:280 Uniform TL: 350 =A Uniform Load A R1 =3687 R2=3687 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. ;/,T f /p(214 BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 Morimatsu Res. Deck Joist DJ 1 Date: 10/21/16 Selection PT 2x 10 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005, Overhang, Repetitive Use, Incised Min Bearing Area R1=0.8 in2 R2= 1.2 in2 (1.5) DL Defl= 0.03 in. Data Beam Span 10.0 ft Reaction 1 LL 256# Reaction 2 LL 384# Beam Wt per ft 0# Reaction 1 TL 320# Reaction 2 TL 480# Bm Wt Included 0# Maximum V 347# 2.0 ft Max Moment 768'# Max V(Reduced) 295# 12.0 ft TL Max Defl L/240 TL Actual Defl L/986 L/593 LL Max Defl L/360 LLActual Defl L/>1000 L/816 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 21.39 13.88 0.12 0.09 -0.08 -0.06 Critical 10.71 3.69 0.50 0.33 0.20 0.13 Status OK OK OK OK OK OK Ratio 50% 27% 24% 27% 40% 44% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 860 120 1.2 405 Adjustments CF Size Factor 1.100 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:53 Uniform TL: 67 =A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 53 K=67 (OH) 0 2.0 Uniform Load A K R2=480 BACKSPAN= 10 FT OH=2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 1 If' ( fl' BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 Morimatsu Res. Deck Post DP1 Prepared by: Date: 11/01/16 Selection 6x 6 Hem-Fir#2 Solid Wood Column J Conditions NDS 2005, Using values for 5x+solid sawn, Posts and Timbers. Incised Data Load 11561 # Column Area 30.25 in2 Kf 1.00 Actual Height 15.75 ft le dl Effective Ht 96 in c 0.80 Unbraced L1 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced L2 8.0 ft Ke Buckling Mode 1.0 FcE 1030 Attributes and Values Controlling d is 5.5 inches Fc II (psi) E(psi x mit) Reference Values 575 1.1 le/d psi Area(in2) Adjusted Values 407 1.0 Actual 17 382 30.25 CF Size Factor 1.00 Critical 50 407 28.41 Cd Duration 1.00 Status OK OK OK Ci Incised 0.80 0.95 Ratio 34% 94% 94% Cp Stability 0.88 Note:A wood plate under this column must have an Fc value,perpendicular to the grain,greater than 382 psi.