The URL can be used to link to this page

Specifications (19) poS--r()-e kcA-o(YY-3L-A- t-- titC-A- k,Q1)\ Ux- L,Lim L - NIAMMOMN_..,:....,„.„\ LYVER ENGINEERING AND DESIGN 7 ..- 7950 SE 105:h. Potand. Oregon 97265 ..1 ';'n 503-355:S3 .: 503 43049 Tc_ RECEIVED Design for; FEB 1 9 2019 Three Rivers Custom Decks M/ %TPR BUILDING DIVISION For: Newell Middleton Deck Replacement 13607 SW Lauren Lane Tigard, Oregon 97233 These calculations are for the design and detailing of a new SINGLE FAMILY RESIDENCE DECK REPLACEMENT Tigard, Oregon. We have performed the complete design only for the proposed custom residence deck. The information contained is for the sole use of Three Rivers Custom Decks and their agents to provide a new framed RESIDENCE DECK. All other work performed by others is outside the scop- e * . design. c. - ii cruki, „;„s.r)a -Rop6_4- .c-0,4 0 1 NE,z416,e. 2994 4 ' . , 4 - , OFFICE COM lin k i - t ORO '',..00°' • ' ti"111:11 I SD Job Number 19-035 February 14, 2019 0 LYVER ENGINEERING AND DESIGN 7950 SE 106th. Portland. Oregon 97266 ) pb 503 75 5_33 F . 503 43_2.-449 -rc, i;tier E, D COT • -EC -- General Information: The structural calculations contained herewith are for the new proposed single family custom residence deck. Newell Middleton 13607 SW Lauren Lane - Tigard, Oregon 97223 Code Used: 2014 Oregon Structural Specialty Code Design Loads: Dead Load: Floor Decking 5.0 psf 2x Joists 3.0 psf Miscellaneous 4.0 psf TOTAL 12.0 psf Live Load: Roof Ground Snow Load 25.0 psf Roof Snow Load 25.0 psf Wind Load: 130MPH (ult) 100 mph (ASD) Exposure B - Simplified Seismic Load: Ss = 0.9709 &S1= 0.4245 (Tigard, Oregon 97223) Soil Load: Allowable Bearing; 1500psf w/ 1/3 ST Increase --- st-TZ 1 _P G"�'-ty-,J - �-C --t %:,,J.t. .+:i'3,-1`."r' , -0/ ► 'tfrir , z 5 =a _ : : x - :� ` FLS z TA rs : p t.-- ".'L ft: 's r,: fq). (tris: - 4/1 , - --_- - -- -_ _ j z= Z L.t; _.. - , , . 1 s) ( Z,. s) ` ,m , ku __r I _a .. ‘).1__ D 13-Q - 1 5. -',- ' # .)"`""''`... G c,d 1' c. j , „1-7.. . ._...„...„.„..... -� R + �'�.}(,}- l�-t�'�-5� fir.� - —. - } _ _ a 1 . � 4 . r _ i , L '-' C.--0 f.'"4_,.. irLn.'"kri: t t.; i. z , r_ , � - - -- II! PROJECT: DESCRIPTION; CLIENT: a . I ? - 1 kJ .5 LYVER ENGINEERING AND DESIGN I2.DATE:1,4/ ENGINEER: 7950 SE 106th Portland, Oregon 97266 PROSECT ECT 0. SHEEN Ph:503.705.5283 Fax:503.482.7449 Troyt@Lyver-EAD.com www.Lyver-EAD.com 19 .0 1' f ►r Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK 106th AVE Engineer: TDL 11.1 [I 7P9o5rt0 SE 106th Oregon 97266 Project ID: 19-035 Project Descr:Single Family Deck Printed 14 FEB 2019 1 55PM File.C:illserSILYVERE-11DroptoxTEADF1-1\2019J0-119-035-1.MID\19-0,35 cics.ec6. ASCE Seismic Base Shear Software copyright ENERC.ALC,INC.1983-2018,8urld:10 18.12.13. Lic.#: KW-06009286 Lic-ns•- :L • E . — . - . D• 1. .II SEISMIC FORCE GENERATION Risk Category Calcl.rlailor!s per ASCE -10 Risk Category of Building or Other Structure: "l'.All Buildings and ether structures except those listed as Category 1,111ASCE 7-10.Page 2,Table 1.5-1,and IV Seismic Importance Factor = li ASCE 7-10.Page 5, Table 1 5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 114.1 Max.Ground Motions,5%Damping: Latitude = 45.4deg North S = c,9709 g,0.2 sec response Longitude = 122 782 deg West S = 1 04245g.1.0 sec response Location: Portland.OR 97223 Site Class, Site Coeff.and Design Category SiteClassification 'D''.Shear Wave Velocity 600 to 1,200 ftisec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa _, 1.11 ASCE 7-10 Table 11.4-1& 11,4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration S =Fa•Ss MS = 1,079 ASCE 7-10 Eq. 11.4-1 ' S MI=Fv'Sl = 0.669 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S =5 im.S2/3 = 0.720 ASCE 7-10 Eq, 11.4-3 SDI ki S •2/3 = 0.446 ASCE 7-10 Eq. 11,4-4 t Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification Steel special cantilever column systems Response Modification Coefficient 'R• = 150 Bu,!oing height Lints System Overstrength Factor 'Wo' = 1.25 Category'A&BLimit Limit=35 Category Limit: Limit 35 Deflection Amplification Factor •Cd• = 2.50 Category"CIC' =Limit: Limit=35 NO FE'See ASCE 7-10 for air appkabie footnotes. Category"E"Limit Limit=35 Category'F'Limit Limit=35 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The'EgJiivalelt Lateral Force Procedure`is being used according to the provisions of ASCE 7-10 12 5 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: AU Other Structural Systems 'Ct'value = 0.020 'hn':Height from base to highest level = 18.0 ft 'x•value = 075 'Ta"Approximate furidemental period using Eq.12.8-7 : Ta=Ct'inn'''x) = 0,175 sec 7C:Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period•Ta'Calculated from Approximate Method selected = 0.175 sec "Cs" Response Coefficient .ASCE 7-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs _= 0.288 'R':Response Modification Factor = 2.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 1.020 Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than r- 0,032 Cs:Seismic Response Coefficient = = 0.2878 Seismic Base Shear - ASCE 7-15 Section 12.8,1 - — - - Cs = 02878 from 12.8.1.1 W(see Sum Wi below) = 8.80 k Seismic Base Shear V= Cs'W = 2.53 k 0 -------\ Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK 1-11 7950 SE 106th AVE Engineer: TDL ' Portland,Oregon 97266 Project ID: 19-035 Project Descr:Single Family Deck .., I P:-nted la FEB 2019 1 56PM File=C:alserslYVERE-1\DropboxlEADF1-11.2019J0-119-035-1.MID\19-035calcs.ecC.-- ASCE Seismic Base Shear Software copyright ENERCALC,INC.1983-2018,Ba1:10.18.12.13. Lic.#:KW-06009286 Licensee: Lyver Engineering and Design,ilc, Vertical Distribution of Seismic Forces A 2'.:-. 7.10 .3s:Mon 12 'k':hx exponent based on Ta= " I: Table of building Weights by Floor Level... Level# VVi:Weight Hi:Height (Wi'HiAk) Co Fx=Cvx•V Sum Story Shear Sum Story Moment 2 4.90 14.75 72.28 0.7554 1.91 191 0.00 1 3.90 600 23.40 E248 3 82 2 53 15.74 Sum Wi= 8.80 k Sum Wi*Hi = 95 68 k-ft Total Base Shear= 253k Base Monvant= 31,9k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10 11 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 2 4 90 1.91 1.91 ..! .' - 1.91 0.71 1 z.1 141 1.91 3.90 0.62 253 c: 1:: 1.12 0.56 112 112 112 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force'of current level plus all levels above MIN Req'd Force @ Level...... 0.20"S DS'*Wpx MAX Req'd Force @ Level...... 0.40"S D, I*Wpx Fpx:Design Force @ Level , Wpx'SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level a) Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK 7950 SEPortland106thOregon AVE97266eTL , Project er:ID: 19-035D Project Descr:Single Family Deck Panted 14 FEB 2019 2 02PM ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, pdie=CAUserslWERE-1propbox',LEADF1-11201930-1119-035-1 MI0119-035caics.ec6 Software copyright ENERCALC,INC.1983-2018 Bd4.10.18.1213. Lac.#:KW-06009286 Licensee: Lyver Engineering and Design,lbc Description: Wind Force Generation Analytical Values :aiculetions per ASCE -10 Basic Wind Speed per Sect 26.5-1A,B or C 130.0 mph Roof Rise:Run Ratio Fiat Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,Ill,and IV Exposure Category per 26.7 Exposure B MRN:Mean Roof Height 18.0 ft Lambda:per Figure 28,6-1,Page 305 1.00 Effective Wind Area of Component&Cladding ft''2 Roof pitch for Badding pressure 0 to 7 degrees User specified minimum design pressure 10 0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension ft a=max(0.04'LHD,3,min(0.10•LHD,0.4`MRH)) 3.00 ft max(0.04*LHD,3.min(0.10LHD,0.4•MRH)) Design Wind Pressures Zone: A = 26.80 psf Zone: C = 17.80 psf Zone: B = -13.90 psf Zone: D = -10.00 psf Vertical Pressures .. Zone: E = -32.20 psf Zone: G = -22.40f PS Zone: F = -18.30 psf Zone: H = -14.20 psf Overhangs Zone: Eoh = -45.10 psf Zone: Goh = -35,30 psf ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.6.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda•Kzt'Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 12.400 psf Negative: -30.400 psf Roof Zone 2: Positive: 12.400 psf Negative: -51.000 psf Roof Zone 3: Positive; 12.400 psf Negative: • -76.800 psf Wall Zone 4: Positive: 30.400 psf Negative: -33.000 psf Wall Zone 5: Positive: 30.400 psf Negative: .40.700 psf Roof Overhang Zone 2: -43.800 psf Roof Overhang Zone 3; -72.100 psf (S2 - - u i r 4.-i4- 4 Vic. _ - - v______ __-- - r T, V 5-, 5-,c/\/\ 0) --A.:L._ L.--Q', _C-Y`•— _- 9 C..7-..-1C,... - ---r-4 !, - -_ ' - n �__a 4 — . ors-Tz, , _ L . --7 _ (.0 tv J. -. _ s . t�� L - .1a T r r g1 F ` t //�/`�.P`j[� _n__}-_ ry.._ _.n � -... - - _ T _ -H.-4-.1„.„4-21, a 4,-,:..-,-4--i: 4 I )) � - -� I [7j --4. L � t K. PROJECT: DESCRIPTION: CLIENT:a LYVER ENGINEERING AND DESIGN 74: , 1 ENGINEER. 7950 SE 106thPortland, Oregon 97266 ( �PRECT O. SHE I Ph:503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com wwtiv.Lyver-EAD.com I ! 7950 SE 106th AVE Portland,Oregon 97266 Project Title: MIDDLETON NEWELL DECK Engineer: TDL Project ID: 19-035 Project Descr:Single Family Deck PrInted 14 FEB 201c, 2 09PM - File=C\UserslYVERE-1tDropbox\LEADF1-11.2019.10-1119-035-1,MID119-035 calcs.ec6 Multiple Simple Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . Lie.#: KW-96909286 l Licensee; Lyver Engineering and Design,lic Description : Wood Beam Design : UPPER DECK JOIST Calculations per NOS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 2x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1.300 0 psi Fv 150 0 psi Ebend-xx 1.300 0 ksi Density 25 83C pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525 0 psi Eminbend-xx 470.0 ksi Applied Loads 0 ,--00120, L=0.040. S=0.0250 klt,Trib=1 330 ft Design Summary Max fb/Fb Ratio = 0.740• 10)S fb:Actual: 831.46 psi at 7.350 ft in Scan#1 t,-.L.,i: t.....;-- t-t'L`:i::::"7' ^-... . t----- - '-. ,.,- < :-;.-... - .. • , Fb:Allowable: 1.124.13 psi Load Comb' +D+0,750L+0 750S+11 A, 2x12 2x12 Max fv/FvRatio= 0.280: 1 15.0 ft 2 0 ft fv:Actual: 48.36 psi at 14.100 ft in Span#1 - Fv:Allowable: 172.50 psi Load Comb: +D+0 750L+0 '50S+H Max Deflections Max Reactions (k) Q 1 kr 1 Lv 6 H Transient Downward LT,253 in Total Downward 0.384 in Left Support 012 0.39 0.24 Ratio 712>360 Ratio 468 >180 Right Support 0.15 0.51 0.32 LC. L Only C -0,0 750L+0.7503+H Transient Upward -0,103 in Total Upward -0,156 in Ratio 464 Ratio 306 LC. L Only C:+D+0.7501..±0.750S+H Wood Beam Design : LOWER FLOOR JOIST Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 2x8,Sawn, Fully Braced Using Allowable Stress Des gn with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: N 2 Fb-Tension 850.0 psi Fc-Prli 1 300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 its' Density 2.• 0 pcf Fb-Compr 850.0 psi Fc-Perp 405 0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: ID=0.0150, L=0.040, S=0.0250 ktft,Trib=1 330 ft Design Summary OM 01995)L(005320 ',' .7325) Max fb/Fb Ratio = 0.404. 1 fb:Actual: 544.41 psi at 3,750 ft in Span#1 n1'1. -,. ' - - --7,- ' Fb:Allowable: 1,348.95 psi Load Comb: +D+0,750L+0,750S+H 2x8 Max fv/FvRatio= 0.214: 1 7.50 ft fv:Actual: 36.84 psi at 0.000 ft in Span 4 1 - -- Fv:Allowable: 172 50 psi Load Comb: +D+0 750L+0.7505+H Max Deflections - -- - - Max Reactions (k) D L Lr a W E H Transient Downward 0.061 in Total Downward 0.098 in Left Support 007 0.20 0.12 Ratio 1463>350 Ratio 918 >180 Right Support 0.07 0.20 0.12 LC-L Only C *D+0 750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: (.1.0 "'*' • Lyver Engineering and Design,LLC k,,,,;.: Project Title: MIDDLETON NEWELL DECK ."4',,,„" -t.',.P 7950 SE 106th AVE Engineer: TDL Fr 7' Portland,Oregon 97266 Project ID: 19-035 Project Descr:SIngle Family Deck :4' -[, ,34, .,'Li': --.6:.,.'t",i 47,,--`7-.4.;,,,e, Printed 14 FEB 2019, 2 09PM - #s File=C:kUserstYVERE-10ropboxlEADFI-112019J0-1\19-035-1.M10 N19-035 Cal .eo3 Multiple Simple Beam Software copyright ENERCALC,INC,1983-2018,Build:10.18,12.13 Lic.#:KW-06009286 Licensee:Lyver Engineering and Design,lic Wood Beam Design : UPPER HEADER Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Braced _ Using Allowable Stress Design with ASCE 7-10 Load Combinations 1a;iys Wood Species: DF/DF Wood Grade: 24.F-V4 Fb-Tension 2,400 0 psi Fc-Pal 1 650.0 psi Fv 265.0 psi Ebend-xx 1.800.0 ksi Density 'T.' 2 12 pcf Fb-Compr 1 850 0 psi Fc-Perp 650,0 psi Ft 1.100 0 psi Eminbend-xx 950.0 ksi Applied Loads ._:;-:d 13=0'0150, L.0.040, S=0.0250 tott.Trib=7.50 ft Design Summary D(0 1125., L.c;..130,SiO 1875) tb Actual: Max fb/Fb Ratio = 0.363. 1 : ,,,,L --J'266- 1,001.82 psi at 5 375 ft in Span#1 1 - .•- - .,- . -.-;, ..-„ ,..-,. - _ -,..,, -3.;,,. 57z-N,. Fb:Allowable: 2,760.00 psi Load Comb. +0+0,750L+0.750S+H 46, 6x10 4, Max fv/FvRatio= 0,207: 1 10.750 ft fv:Actual: 62.96 psi at 9.962 ft in Span# 1 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) Q „L. la 1 w E 111 Transient Downward 0 128 in Total Downward 0 204 in Left Support 0.60 1 61 1.01 Ratio 1006>240 Ratio 631 >180 Right Support 0.60 1.61 1.01 LC.L Only .C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0 000 in Ratio 9999 Ratio 9999 LC LC. - - — Wood Beam Design : MAIN BEAM Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 6x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinati:ns Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PM 1,650.0 psi Fv 265 3 psi Ebend-xx ' 80C 0 ksi Density 2- 26 pcf Fb-Compr 1.8500 psi Fc-Perp 650.0 psi Ft 1,1000 psi Eminbend-xx 950 6,ksi Applied Loads Linif..,:a,: D.0 0150, L=(1040, S=0,0250 kik Trib=7.50 ft Design Summary Max fblFb Ratio = 0.363' 1 ____ fb:Actual: 1,001.82 psi at 5 375 ft in Span#1 k _ _ ...... ...„,..„ _ „ Fb:Allowable: 2,760.00 psi Load Comb: +D+0.750L+0.750S+/-1 .4, 6x10 /..M Max fv/FvRatio= 0.207: 1 10.750 ft fv:Actual: 62.96 psi at 9.962 ft in Span#1 - Fv:Allowable: 304.75 psi Load Comb: +D+0 750L+0,7505+H Max Deflections Max Reactions (k) .12 I, W € El Transient Downward 0 125 in Total Downward 0.204 in Left Support 0,50 1,61 1.01 Ratio 1006>360 Ratio 631 >180 Right Support 0.60 1.61 1,01 LC:L Only C ,D+C 750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC. LC: 6 Project Title: MIDDLETON NEWELL DECK --",----\ 7L9pt5e0rSEEnglion67hriAngvEand Design,LLC Engineer: TDL Portland,Oregon 97266 Project ID: 19-035 Project Descr:Single Family Deck .../ -) Pte a '4 FEB 2212 2 29Prit File=CALIsers\LYVERE--ltDropboxtLEADF1-112019J0-1\19-035--1.MID119-035 calcs.ec6 . Multiple Simple Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . tic.#:KW-06009286 Licensee:Lyver Engineering and Design,tic Wood Beam Design : STAIR STRINGER Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 2x8,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations t.' -Ams Bending Wood Species: Hem Fir Wood Grade: No 2 Fb-Tension 850.0 psi Fc-PrIl 1.300 0 psi Fv 150 0 psi Ebend-xx 1.300.0 ksi Density 2rrr 330 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525 0 psi Eminbend-xx 470 0 ksi Applied Loads "Jr,'_::::: 2-,- 20, L=0.040, S=0.0250 MI Trio=20 ft Design Summary Max fb/Fb Ratio = 0.504• 1 580,5(0..05c fb:Actual: 679 59 psi at 3 500 ft in Span#141 --ts - ,. . 1., i- ..--.•••Iyie, ,...,,,,. t.•.,,•,....:r .tt... •----_ - ,,,, -..,- Fb:Allowable: 1.348.95 psi ;Or.,tt—•r..s:tt-,7t.*:st:••••,•--4-,o• t .-27-k:tT,Itztotiztr... ,,Ittt---.4,,,,4:o•-•,,,,-.L ._i____- - ,.-- Load Comb: +D+0.750L+0.750S÷H ', 2x8 Max fv/FvRatio= 0283: 1 7.0 ft fv:Actual: 48.88 psi at 6.417 ft in Span#1 - Fr/:Allowable: 172.50 psi Load Comb: --D+0.750L+0 750S+H Max Deflections V E Max Reactions (k) P. I. ti Transient Downward 0 070 in Total Downward 0 107 in IL 1 Left Support 0.08 0,28 018 Ratio 1197>360 Ratio 788 >180 Right Support 0 08 0.28 0.18 LC:L Only C 4-0+0 750L+0.750S+H Transient Upward 0 000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: SIP - i1/4%i / bc../c, - (6,„.04..„. .as I. .0!= - . f _ __a , .fr.)b r T 111171 ` F _ f 7 „ , , ... . ,.....- .: -- --... , , . , .....................,...... .. ,..... .. _, -.1-4 :-.... ;-, .... -4-4-7. .--';.-.--. ,..,....,„, _77,77_, , ,--:--,-7: -7-_,.,,,,,,. ,_,,,,,,... _ _ :.,., .;. ,.., _ 7. , 7 7.,_ r a• y y 4 ‘ 1, ,,, : : j ,..' .„4,1"..-_—__ 3/6 _i; toa - r a 1, 4 '" 7 T - r 1 . -� T t1 1--,--i .7....1__,_,..„.J...,____1_y - - �1 _y__5_ _ 4`_ _t_.T �_, U—r-7--t — --T,,__44,„__., - ;n ; , , t t +�F r t ti ,_.r _ 1 1 - - _- ,.........,.......,..1_,__. _ ___�,,,,__t__�_y -M1M1. _ ......L--• __ 1......- -'. __ _ } - xT., . 1 t t _ r-40....�.a. _ , _-..:..__..__ `-i- --t_ DESCRIPTION: CLIENT: ..,, ,_ , ,,,,„, a------ --- --------- ------ ----- PROJECT; LYVER ENGINEERINN 'le 7950 SE 106th Portland, Oregon 9726PR° ECT 0. SH Ph:503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.com F ' . ----Th Lyver DesignLLC MIDDLETON NEWELL DECK ' , wSE /vmnAVE Engineer: TOL Portland,Oregon 97266 Project ID: 19-035 Project DeoucS|nQle Family Deck ' . _. ~/ Printed 14 FEB 2019 2 28PM Wood Column File u�«� �vV�smoyzus — _ =�=n EnE«c��c,vm�muumm�o«u/�m ' � Licensee: Lyver Engineering and Design,tIc Description: MAIN DESIGN WOOD POST Code References _______ Calculations per 2O12NDS, IBC 2O12. CBC 2O13.ASCE 7'10 � - --�---- ---' -� ' --- -' Load Combinations Used :ASCE 7-16 General |n/ormation ' - � Analysis Method: Allowable Stress DesigWood Sectio Name 6x6 -- ---�- '----' EndFixbieo lop Free, Bottom Fixed WoodGramm0manuf. Graded Lumber Overall Column Height 1375 ft Wo�uvmm�7nm Sawn Wood Species Douglas � r'� _. Exact Width 5.50 in AUmvSt�ouModiUouUonFunNs Wood Grade No 1Exact Depth 5.50 in C/orCvfor Bending 1.0 Fb� 1000 psi F" 180 psi Area 30.250 m� C/orC,m,umnn��n 1,0 Fb 1000 psi R 675 poi m 76.255 m� Cro'CvorTm`,mw 1O Fo'pd| 1500 psi Density 31.21 p� /' 70255 m� ��'*��uovp�x�, 1.0 Fo'p«� 625 psi u:T»mFwqm�pocm, 1.0 I E:Modulus B � Elasticity x-xBanginQ y-yB*n�inU AxialC��r|mu,epomor 1�O of Basic 1700 1700 1700 ksi m�8vm�oomv�n 1�0 Minimum 620 620 UeCr:Repetitive? No B � ��h�n�U�� columns � � x(wi�U)axis: u»o�od Length w,x'x/uwuucmio8~1Q�x~21 Y-Y(depth)axis: Fully braced against buckling about V-V Axe Applied Loads _-- ____'-_______ Service loads Load Focm�°inuao |�m�,ca|cv�dnnx �nunnae}f�eivhtinduded:Q0148lbs^Dead Load Fa�or ------- --------------�� ----. ' AXIAL LOADS. . . Axial Load at13.75Qft, D=U,6O L= 1,OOk Axial Load al6�ft, D=0.@lL= 1.60k BENDING LOADS. .. Lat. Point Load aU13.75Ohcreating Mx-x.E =&3Ok Lat.Point Load at 5.0 ft creatinq Mx-x, E=0.10 k DESIGN SUMMARY Bending&Shear Check Results - -� PASS Max. StressRatio = - -- �" 0.9205'1 Maximum SERVICE Lateral Load Reactions .�« Combination �D~�.75OL+I�08~B.5250E~* along' v-v oO k Bottomalong'' g 40 xGoveminVND8pommla Como + Mxx. NDS Eq. 3.B'3 Top along x« OOk Bottom along"x CC k Location of max,abovebase 0O* Maximum m/momSsnwueLoao��m|o*wv�mow... Applied Axial 36S0: Along 8.648 in at 13,750 ft above base Applied Mx '2428�� '*udmomino�m: EOn// Applied My 0.0 k-ft Along X-X 00 in at OU ft above base Fc:Allowable 237.547 psi for load combination:n,� p�� ShoerG�oo»�oho~ n. �n�W�� .1 omo'r�m�»�mmm�ommuxvwmw*�mmmw ... Maximum Bending Compression Tension ~�~�70E~0�SOH Location of max,above base 4.983 ft Applied Design Shear 13,884 psi Allowable Shear 288.0 psi Load Combination _ __-__ '- — __- ___ s --eey _ --. MomnmmA��~Bending S��oRm�o - Maximum Sho�R�oLoad°°' u� �/_ Cp CfStress��Vo Status Location StressRoUo Status Location Vun__ - -- -~D+M O.QV_ 0.173 01830 PASS 0.0 ft 0.0 PASS 13 750 ft~-D+L~H 1.000 0,156 0.6340 PASS 0# 0i0 PASS 13.750 ft 1.250 0.126 0.180/ PASS 0.0 ft 0.0 PASS 13,750 ft 1./50 0.136 01812 PASS OOh 0.0 PASS 13.750 ft - ' 1 1.250 0.126 0.5170 PASS �»� 0.0 PASS 13.750 ft 1.150 0.136 0.5184 PASS 0.0 ft CiU PASS 13,750 ft 1.600 0.099 01795 PASS 8.0u 0.0 PASS 13.750 ft ' .,- Lyver Engineering and Design,LLC '''- Vf Project Title: MIDDLETON NEWELL DECK Engineer: TDL L 7950 SE 106th AVE • . --. i , Portland,Oregon 97266 Project ID: 19-035 . . . ' Project Descr:Single Family Deck ':::, ':. . ' ,. . ';1 - 0) Printed 14 FEE3 2019 2 28PM - - - WFIle=C qfserskt.'NERE-11)ropboxILEADF1-1019J0-1119-035-1.MID119-035 ood Column Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 Lic.#:KW-06009286 Licensee:Lyver Engineering and Deign,Il , Description : t.'AIN DESIGN WOOD POST 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+0.7501:40,450W-44-1 1.600 0.099 C. 795 PASS 0.0 ft 0.0 PASS 13.750 ft +D+0.75054-0 450W+1-1 1.600 0.099 0.1795 PASS 0.0ft 0.0 PASS 13.750 ft +0.60D+0.60W+0.60H 1.600 0.099 0.1077 PASS 0 Oft 0.0 PASS 13.750 ft +D+0.70E+0.60H 1.600 0,099 0.9079 PASS 0.0 ft 0.04821 PASS 4.983 ft -.-D+0,750L+0.750S-C 5250E+H 1.600 0 099 0.9205 PASS 0.0 ft 0.03616 PASS 4.983 ft +0.60D+0.70E+H 1.600 0 099 0.8873 PASS 0.0 ft 0.04821 PASS 4.983 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 40+H 1.290 +0+141 4.490 +D+Lr+H 1.290 +D+S+H 1.290 +0+0.750Lr+0.750L41 3.690 +D+0.7501+0.750S+H 3.690 +D+0.60W+1-1 1.290 +D+0.750Lr+0.450W+H 1.290 +D+0.750S40.450W+I-1 1.290 40.600+0.60W+0.60H 0.774 +0+0.70E+0.60H 0.280 1.290 3.238 +D+0.750L+0.750S+0.5250E+H 0.210 3.690 2.428 +0.60D+0.70E+H 0.280 0.774 3.238 0 Only 1.290 Lr Only L Only 3.200 S Only W Only E Only 0.400 4.625 H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +0+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+441 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+l-i 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft - 0.000 in 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+0.750Lr+0.450VV+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+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 0.000 in 0.000 ft +0+0.70E+0.60H 0.0000 in 0.000 ft 2.554 in 13.750 ft 4040.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 1.915 in 13.750 ft +0.60D+0.70E+I-1 0.0000 in 0.000 ft 2.554 in 13.750 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 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 3.648 in 13.750 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft (j.)/- P - 7Ly9v50ersEEnglion6eenth'AngyEand Design,LLC E". rli Portland,Oregon 97266 Project Title: MIDDLETON NEWELL DECK Engineer: TDL Project ID: 19-035 Project Descr:Single Family Deck Drinteo 14 FEB 201g 2 28PM File=C IlserslYVERE-11DroptoxlEA171-1,2019J0-119-03S-1.M10\19-035calcs.ec6.- - d Column WOO Software copyright ENERCALC,INC.1983-2018,ButId10.18.12.13. Lie.#: KW-06009286 Licensee : Lyver Engineering and Design,Ilc Description: MAIN DESIGN WOOD POST Sketches _ .... • . +X c Load 2 , .- 0 • U1 ..ri +fy s 6x6 - 5.50 in . 6 iiiPrLyver Engineering and Design.LLC II 7F=905r10laSndE,106th0regoAVE266 oject Title: MIDDLETON NEWELL DECK Engineer: 1.-DL Project ID: 19-035 Project Descr:Single Family Deck Priro.-) '4 FEB 2015 2 32PM File=CAUsers1LYVERE-nropboxlEADFI-1'2019J0-1119-035-1.MID19-035 calcs.ec6 Pole Footing Embedded in Soil Software copyright ENERCALC.INC.1983-2018.Bu5d10.18.12.13. Lie.#: KW-06009286 Licensee: Lyver Engineering and Design,tic Description: ''.8 inch Pier foot'n? Code References Calculations per IBC 2012 1807.3, CBC 2013.ASCE 7-10 Load Combinations Used :ASCE 7-10 C:-.E',").', i -,..: -,'Ei.,,,-• Pole Footing Shape Circular Pole Footing Diameter 32.0 In Calculate Min Depth for AllowaL - =.essures No Lateral Restraint at Ground Surface Allow Passive 300,0 pd Max Passive 2,000.0 Psf Point Load ._. Controlling Values Governing Load Combination +D+0.70E+H to Lateral Load 0.2947 k i'75 Moment 3.419 k-ft i. .ncl Sr c--s-.R-...'ir. Pressures at 1/3 Depth jJ Actual 346.405 Psf Soil Surra:e •_ No lateral restraint Allowable 346.815 psf , , , is ... ___ . Minimum Required Depth : __ ft Footing Base Area fr2 Maximum Soil Pressure ks' pf.-„,,7,2.d Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kir) Vertical Load (k) 0:Dead Load k lc/ft ' .. k Lr:Roof Live k k/ft k L:Live k k/ft 1.11_ k S'Snow k IA W:Nind 0 0 k kin k E:Earthquake 04210 k k/ft k H Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 11 60 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor +D+H 0.000 1 '3 ,,.. '. ...._/... --:--_-H 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 00 0,0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+H 0,000 0.000 0.13 0.0 0.0 1.000 +D+0.750L+0.750S+H 0 000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H OsIt 0.000 0.13 0,0 0.0 1.000 +D+0.70E+H 0 295 3.419 3.50 346.4 346.8 1.000 +040.750Lr+0.750L+0,450W+I-1 0.000 0.000 0.13 0.0 0 0: 1.000 . . 0 7Ly9v50ersEEnglio6neenth'nAgyEand Design,LLC Project Title: MIDDLETON NEWELL DECK Engineer: TDL • Portland,Oregon 97266 Project ID: '9-035 Project Descr Ingle Family Deck .., } Printec 14 FEB 2019 2 32PM ..._ Pole Footing Embedded in Soil Fife=CAUsers1LYVERE-11DropboxILEADF1-112019J0-1119-035-1.MID.19-035 calcs.ec67 Software copyright ENERCALC,INC.1983-2O1 8tii1010.18.12.13. Lic.#: KW-06009286 Licensee: Lyver Engineering and Design,tic Description: 16 inch pier footing +D+0.750L-4-0 750S+0 450W+H 0.000 0.300 0 13 00 0 0 1 000 +D+0.750L+0.750S+0,5250E+H 0.221 2.564 325 312.0 313 1 1 000 +0.600+0 60W+0,60H 0 000 0,000 0.13 0.0 0.0 1 000 +0.600+0.70E+0 60H 0,295 3 419 3.50 346,4 346 8 1.000 I. Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK . iI E7950 SE 106th AVE Engineer: TDI. Poniand,Oregon 97286 Project ID: 19-035 Project Descr:Single Family Deck Prntee FEB 2018 2 32PM Wood Ledger File=C:1users'LYVERE-1`laropboxQEADFI-12019JQ-1119-035-1MID119-035caics.ec6... Software copyright ENERCALC.INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06009286 `` s'.'-',.-- '` �: �� :, .. •. x4" ` Licensee.Lyver Engineering and Design,Ilc DeSCnption: Wood Ledger DESIGN SUMMARY x. ` Design OK Maximum Ledger Bending Maxim„ Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination..• (for specific gravity&bolt diameter) +D+0.750L+9.750S *D+0.750L+0.750S Ledger,Perp to Grain 3,600.0 ksi Moment 0.1435 ft-lb Max,Vertical Load 0,4095 lbs Ledger,Parallel to Grain 4,800.0 ksi fb:Actual Stress 0.1310 psi Bolt Allow Vertical Load 114.820 lbs Supporting Member,Perp to Grain 3,600.0 ksi Fb:Allowable Stress 850.0 psi Supporting Member,Parallel to Grain 4.800.0 ksi Stress Ratio 0.000154:1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 165.728 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+0.750L+0.750S Diagonal Component 0.4095 lbs Shear 0.3381 lbs Allow Diagonal Bolt Force 114.820 lbs fv:Actual Stress 0.09328 psi Stress Ratio,Wood(Bolt 0.003566:1 Fv:Allowable Stress 100.0 psi Stress Ratio 0.000933 :1 Allowable Bolt Capacity Note ' Refer to NOS Section 11.3 for Bolt Capacity calculation method, Governing Load Combination .. +D+0.750L+0.7505 Resident Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 114.820 Bolt Capacity-Load Perpendicular to::gain Bolt Capacity-Load Parallel to Grain Fern 3,600.0 Fes 3,600.0 Fyb 45,000.0 Fern 4,800,0 Fes 4,800.0 Fyb 45,000.0 Re 1.0 Rt 1.0 Re 1.0 Rt 1.0 k1 0.4142 k2 1,167 k3 1.167 k1 0.4142 k2 1.126 k3 1.126 Im :Eq 11.3-1 Rd= 5.0 Z= 270.0 lbs im :Eq 11.3-1 Rd= 4.0 Z= 450.0 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 270.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 450,0 lbs II :Eq 11.3-3 Rd= 4.50 Z= 124.264 lbs II :Eq 11.3-3 Rd= 3.60 Z= 207.107 lbs flim:Eq 11.3-4 Rd= 4.0 Z= 131.250 lbs Illm:Eq 11.3-4 Rd= 3.20 Z= 211.167 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 131.250 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 211.167 lbs IV :Eq 11.3-6 Rd= 4.0 2= 114.820 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 165.728 lbs Zmin:Basic Design Value = 114.820 lbs Zmin:Basic Design Value = 165.728 lbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain: Z*CM*CD*Ct*Cg*Cdelta = 114.820 lbs Z*CM*CD*Ct*Cg*Cdelta = 165.728 lbs 0 "1 Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK 7950 SE 106th AVE Engineer: TDL Portland,Oregon 97266 Project ID: 19-035 Project Descr:Single Family Deck —1 '-' J D,,--.:= 1s FEB 2016 232PM File=C:tUsersiLYVERE-14Dropbox1LEADFI-112019.10-1 19-035-1.M1C119-035 talcs ec6. Lie KW-06009286Software copyright ENERCALC.INC.1983-2018.Build:1018.12,13. 'c...,:.,:,_ _ „f : ,,;„;;;;d,-1,:-.,,,,,, . Licensee:Lyver Engineering and Design,IIc Description: Wood Ledger Code References Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Hem Fir, No.2 Ledger Wood Species Hem-Fir Fb Allow 850.0 psi G:Specific Gravity 0.430 Fv Allow 150.0 psi Bolt Diameter 1/4” in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in Wood as Main Supporting Member Width 1.50 in Cm-Wet Service Factor 1.0 Ct-Temperature Factor 1.0 Wood Species Hem-Fir Cg-Group Action Factor 1.0 G:Specific Gravity 0.430 C A-Geometry Factor 1.0 Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... plf plf plf plf plf plf Of Point Load... 0.10 lbs lbs 0.260 lbs 0.160 lbs lbs lbs lbs Spacing 16.0 in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs 4 Simpson Strong-Tie Wood Construction Connectors SIMPSON MPBZ iiiiiiiiiiiiiiiiiii Moment Post Base (cont.) •The9. ...-,s are a.at;ole.Ito a7a., „z Ccr ,v :, - p, :`axes or .,._- _, - Dimensions Concrete Allowable Loads Wood Assembly Allowable Nominal � Loads(DF/SP) Model Column tin.} Strang-Drivee ` `�" Moment M Rotational t1: No. Size SDS Screws Uplift Lateral F1 J Stiffness Code ^ t (ftIb) MomenDownload Download M tin.-Ib.! Ref. C} 1ya/ TO D H — (400} (160) (ft.-lb.) rad.} yyz UncrackediCrackedjUncrackedICracked Uncracked#Cracked (160} L_..__ t --- Non-Reinforced Concrete ciWind andarsm Seismic A8 MN V:.::44: r , 965 6 540 e- m g " _ 83n= - 10.855 3.73 _ _ Seismic Design Category C-F i F A#t�Ribt z i _ , _ 55 1.64E, 4.0&0 10:956 85 a 373br Es 8 6 9E5 l LLS7� '20 17 $ Reinforced Concrete Wind Seismic Design Category 14$ 815 r 4 F 1�r. 5S: d j? ' ��&� fy, 730 i 1-- _ Seismic n Category C-F • '.':::44.1. -- - 8'tS ?+t r . :� 61 61 ! `- I. t � :,i ,t be�.crea�fur u�taC>" . ::_: 'ad can be `hieved by so _ the ,-t�^_ -. ;nsta€a of oo. AU;:.wa co;n+rioad shaft be .....,eetre,- s"x _t desian Or the- - — :akuiateC1 per coag . 3 i..-r.,,rr at,I•--.:,,c_, "1..11;, e55tve: =7 500 ost 4 ab..atwd -. :‘'..r ess wcounts for the ut of the base assernt net r«�.' :yr addatorial deflector. ;..---it e to o e. . etc defieciK of theconnector fastener sip.and tic deforrhaticA Thobtart LBF: s.rrnt*m ASG setsmrxc ;c;, e arta v znc»redoes oy 1.67 it G tor 2(.12.E.17 S r ac:ordiarce BC `Section 1613 t.detached. ,_-and two-tarryft•ciwetergs er Sersmnic DesIgrt v:1:.;.....' _ ,_ n ai'owatee sa}use-Wind SDC AA,B' z. - Pourxtatoo:dime—,eons a-e for ancharaot -- ;ze aria reinforc ` erns• F Al(oa'i 8t}k dad stal b8 the lesser at the abte Mad T^a - fart wood ascsemuy allowable moment bads aadst onal conc'ete des gr,and s req rsd. 2 For«axing smar'ta e tr alIcrwabte toad awst be eva.,u.:f..;:o.:stag the tcdlo ation inesean UplIft.Adowak Cr Design Download Al!t : ant Alovvabie Moment)a iC.. Lateral'Aiowable Lata ;_ 1.0 f) To accou^t fo's'-...'"...,-::- _ r.:-.`tffness 0.75. u'ct:bd' by may be linearly,r1fr_(atgCi for nnb r .than 3'.t post _ SECTION C and con.,....... f C r„ pane t 9 ,j '_ - ` stand off t •' SviaiC.'af'tie. : 1+ , `4 i'4`' r._2 41 Y • 1 { r -#3vacrg } r 1 b - :..are aril :311314 { - - " r ., - ,Miry frtu:"•tk�ilit slta�ed tttt$7 - fVt it$vertical F ? atStarOard hooks a est en cerje*ACeIP.spr4 ax' . r-ow,,,noDer AC,318 ftyp.;,ass , Dgretiiiess noted ,r^i d t otherwise ' _, . eterrs 23Draretueczar _ 7sper A01:08 ftyk.-ar r Over e AC'-318 nass noted`.14ss noted eherse 81