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Specifications W D Y Structural . Civil Engineers bowl Job Name: Jackson Residence Deck Job No: 19242 Sheet No: G-1 Client: Scott Jackson Date: Oct 2019 By: GGM Design Design per 2017 edition of the Oregon Residential Specialty Code(ORSC) 1) Snow Load: 25 psf unreducible live/snow 2) Deck Live Load: 1.5 x 40 psf Residential=60 psf 3) Lateral: a) Wind - IBC 120 mph zone(3s), Exposure B Figure R301.2(4) b) Seismic Design Category D1 Figure R301.2(2) 4) Soils: 1,500 psf per Table R401.4.1 Presumptive Values Materials 1) Concrete: f c= 2,500 psi at 28 days (foundations and walls) 2) Reinforcing: ASTM A615 Grade 60-straight bars ASTM A615 Grade 40-stirrups&ties 3) Steel: ASTM A36 -Plates&shapes ASTM A500, Gr. B - HSS ASTM A53, E or S, Gr. B-Pipe ASTM A307- Bolts, wood to steel 4) Lumber: No. 2 DF/L, S. Dry for framing No. 1 DF/L, S. Gm for posts&timbers 5) Engineered Wood: Fb=2,400 psi, 24F-V4, DF simple span Glu-lam beams Fb= 2,400 psi, 24F-V8, DF cantilevered/continuous spans Fb=2,900 psi, E= 2.0(10)6 psi -parallel strand lumber Loading Composite Decking 4.6 psf 2x8 joists 2.2 psf 4x beams 2.2 psf Misc 3.0 psf psf Total DL 12.0 psf LL 60.0 psf Design Load 72.0 psf . 7071 sw AARBARA w MST20i9- 00434 flW D Y Structural • Civil Engineers u Job Name: Jackson Residence Deck Job No: 19242 Sheet No: G-2 Client: Scott Jackson Date: Oct 2019 By: GGM General Layout 0 0 o 0 0 0 0 A' r i el s t 40 MMINIMINIIMINIIIIIMMININI 111111111111111111111111111111111 JOIN I a__. Inimidsgrorso itr. .. I1 I 0 I . 0. ..a ...... I . E ISTIN SINGLE FAMILY RESIDENCE i ks 0 ' )_3:. 0 II 16k _ r , I : . 1 ar t flW D Y Structural . Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-1 Client: Scott Jackson Date: Oct 2019 By: GGM NDS Lumber Desiqn Values Applicable Adjustment Factors(ASD): Load Duration CD Wet Service CM Temperature C, Beam Stability CL Size Factor CF Flat Use Cru Incising C1 Repetitive Member Cr Column Stability Cp Buckling Stiffness CT Bearing Area Cb Bending, F'b= FbXCDXCMxC1xCLXCFxCruxC1xCr Tension//, F't= FtxCDXCMxC1XCFXC1 Shear I/(horiz), F'„= F„x CD x CM x Ct x C, Compression :•:, F'ex = Fog x CM x C,x C;x Cb Compression/I, F',= Fc x CD x CM x Ct x CF x C;x Cp Modulus of Elasticity, E'= E x CM x Ct x C1 Reference Design Values NDS Table 4A DF-L Bending Tension// Shear// Comp :•. Comp/I Mod of Elas Grade Fb Ft F,, Foe F, E Sel Struct 1,500 1,000 180 625 1,700 1,900,000 No 1 & Btr 1,200 800 180 625 1,550 1,800,000 No 1 1,000 675 180 625 1,500 1,700,000 No 2 900 575 180 625 1,350 1,600,000 No 3 525 325 180 625 775 1,400,000 Stud 700 450 180 625 850 1,400,000 Section Properties b (in) d (in) A(in2) S (in3) I (in4) W0(plf) 2x4 1.5 3.50 5.25 3.06 5.36 1.3 2x6 1.5 5.50 8.25 7.56 20.80 2.1 2x8 1.5 7.25 10.88 13.14 47.63 2.8 2x10 1.5 9.25 13.88 21.39 98.93 3.5 2x12 1.5 11.25 16.88 31.64 177.98 4.2 2x14 1.5 13.25 19.88 43.89 290.78 4.9 InW D Y Structural • Civil Engineers ln.■. Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-2 Client: Scott Jackson Date: Oct 2019 By: GGM NDS Adjustment Factors LOAD DURATION FACTORS (Co) TABLE 2.3.2 Load Duration Factor Permanent 0.90 Ten Years (Normal Load) 1.00 Two Months (Snow Load) 1.15 Seven Day(Construction) 1.25 Ten Minute (Wind & EQ) 1.60 Impact 2.00 SIZE FACTORS (CF) TABLE A Nominal Fb Grade Depth 2x&3x 4x Ft Fc, para Other 2,3,4" 1.5 1.5 1.5 1.15 1.0 Select Struct 5" 1.4 1.4 1.4 1.1 1.0 No. 1 6" 1.3 1.3 1.3 1.1 1.0 No. 2 8" 1.2 1.3 1.2 1.05 1.0 or 10" 1.1 1.2 1.1 1.0 1.0 No. 3 12" 1.0 1.1 1.0 1.0 1.0 14" + 0.9 1.0 0.9 0.9 1.0 REPETITIVE USE FACTOR(Cr) Fb = 1.15 if 3 or more pieces and spacing <=24"o.c. FlW D Y Structural . Civil Engineers lilemell Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-3 Client: Scott Jackson Date: Oct 2019 By: GGM NDS Bending Design Values D.Fir/Larch Select Struct Base Value= 1500 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 2250 2588 2976 2x6 1.3 1950 2243 2579 2x8 1.2 1800 2070 2381 2x10 1.1 1650 1898 2182 2x12 1.0 1500 1725 1984 2x14 0.9 1350 1553 1785 , D.Fir/Larch #1 and Better Base Value= 1200 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 1800 2070 2381 2x6 1.3 1560 1794 2063 2x8 1.2 1440 1656 1904 2x10 1.1 1320 1518 1746 2x12 1.0 1200 1380 1587 2x14 0.9 1080 1242 1428 D.Fir/Larch No. 1 Base Value= 1000 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 1500 1725 1984 2x6 1.3 1300 1495 1719 2x8 1.2 1200 1380 1587 2x10 1.1 1100 1265 1455 2x12 1.0 1000 1150 1323 2x14 0.9 900 1035 1190 D.Fir/Larch No. 2 Base Value= 900 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 1350 1553 1785 2x6 1.3 1170 1346 1547 2x8 1.2 1080 1242 1428 2x10 1.1 990 1139 1309 2x12 1.0 900 1035 1190 2x14 0.9 810 932 1071 W D Y Structural • Civil En.ineers \sod Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-4 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck joist A to B Reference: FJ-1 COMPANY PROJECT 1 I I WoodWorks ® WDY Structural&Civil Engineers Jackson Deck Portland,Oregon SW Barbara Ln Tigard SOFFOARt FOR were DfOt7T, DJ-01.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End DL Dead Full Area No 12.00(16.0") osf LL Live Full Arca Yes 60.00(16.0") psf Self-weight Dead Full VOL No 2.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : t 11'-5.7" t IL 40 0' 9'4" 11*-5" , Unfactored! Dead 83 130 Live 378 558 Factored: Total 462 658 Dearing. Capacity Joist 942 2434 Support - 2748 Anal/Des Joist 0.49 0.28 Support:. - 0.25 Load comb 03 f2 Length 1.51}* 3.50 Min req'd 1.50 1.50'- Cb 1.00 1.11 Cb min 1.00 1.25 Cb support - 1.25 Fop sop 625 *Minimum bearing length setting used: 1-1/2"for end supports and 1-1/2"for interior supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here,due to Kd factor.See Analysis results for reaction from critical load combination. Deck Framing Lumber-soft, D.Fir-L, No.2, 2x8(1-112"x7-1/4") Supports: 1 -Hanger;2-Lumber n-ply Beam,D,Fir-L No.2; Floor joist spaced at 16.0"c/c;Total length: 11'-5.7';volume=0.9 cu.fL; Service:wet;Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 56 Fv' = 175 psi fv/Fv' = 0.32 Bending(+) fb = 962 Fb' = 1242 psi fb/Fb' = 0.77 Bending(-) fb = 195 Fb' = 926 psi fb/Fb' = 0.21 Deflection: Interior Live 0.20 = L/562 0.31 = L/360 in 0.64 Total 0.28 = L/399 0.47 = L/240 in 0.60 Cantil. Live -0.14 = L/175 0.14 = L/180 in 1.02 Total -0.19 = L/129 0.21 = L/120 in 0.93 FlW D Y Structural • Civil En.ineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-5 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck joist C to E Reference: FJ-2 COMPANY PROJECT Wood Wa 5® WDY Structural&Portland,Or gon Civil Engineers SW Barba aJackson cLn Tigard Fn11,1,Vi/(Ik WOOD MSN:N DJ-02.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Looation tftl Magnitude Unit tern Start End Start End DL Dead Full Area No 12.00)16.0") psE LI, Live Full.. Area. Yes 50,00 (18.0") psf Self-weight Dead Full UDL 110 2,6 pit Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20'-1.3" Ti 0' 4' 12' 20' Un£actored: Dead 153 158 52 Live 700 800 308 Factored_ Total 853 958 370 Bearing; Capacity Joist 2.4.34 1178 1255 Support 2748 11)8 - Anal/Dom Joist 0.35 0.81 0.29 Support 0.31 0.81 Load comb 115 A8 k7 Length 3.50 1.50' 2.00 Min req'd 1 .50^ i .22,*s 1 .50A Cb 1 .11 1.25 1 .00 Cb min 1.25 1.31 1.00 CS supporL 1.25 1.25 - l'c.p sup 625 525 'Minimum bearing length setting used: 1-1/2'for end supports and 1-1/2"for interior supports "Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support Is from a different load combination than the critical one for bearing design, shown here,due to Kd factor,See Analysis results for reaction from critical load combination. Deck Framing Lumber-soft, D.Fir-L, No.2, 2x8 (1-112"x7-114") Supports:1,2-Lumber n-ply Beam,D.Fir-L No.2;3-Hanger; Floor joist spaced at 16.0"dc;Total length:20'-1.3';volume= 1.5 tuft.; Service:wet;Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 58 Fv' = 175 psi fv/Fv' = 0.33 Bending(+) fb = 602 Fb' = 1242 psi fb/Fb' = 0.48 Bending(-) fb = 720 Fb' = 1004 psi fb/Fb' = 0.72 Deflection: Interior Live 0.09 = <L/999 0.27 = L/360 in 0.34 Total. 0.12 = L/807 0.40 = 1./240 in 0.30 Cantil. Live 0.26 = L/186 0.27 = L/180 in 0.97 Total 0.32 = L/150 0.40 = L/120 in 0.79 W D Y Structural . Civil En.ineers limmill Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-6 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck joist 6 to 7 Reference: FJ-3 COMPANY PROJECT WDY Structural&Civil Engineers Jackson Deck ��� Portland,Oregon SW Barbara Ln Tigard aarrn+suvOR 14.1)1M nrurx DJ-03.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End DL Dead Full Area 12.00(16.0") paf LL Live ['ill Area 60.00(16.0") paf Self-weight Dead Full UDL 2.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : L:Ir. , lei 0' 5"-3„ Unfactored: Dead 51 49 Live 228 218 Factored: Total 279 267 Rearing Capacity Joist 2196 1256 Anal/Dos Joist 0.13 0,21 Load comb 42 #2 r,ength 3.50 2.00 Min req'd 1,50* 1.50* Cb 1.00 1.00 CO min 1.00 1.00 *Minimum bearing length setting used:1-112'for end supports Deck Framing Lumber-soft,D,Fir-L,No.2,2x6 (1-112"x5-112") Supports:All-Hanger Floor joist spaced at 16.0"ole;Total length:5'-7.0':volume=0.3 cu.ft.; Service:wet;Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv ` 37 Fv' _ 175 psi fv/Fv' _ 0.21 Bending(=) fb - 536 tb' - 1114 pat fb/Pb' - 0.17 Live De l'n 0.05 = e.L/999 0.17 = L/360 in 0,26 Total Defl`n 0.01 = L/952 0.26 = I,/240 in 0.25 • inW D Y Structural • Civil En'ineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-7 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck joist B to G Reference: FJ-4 COMPANY PROJECT WDY Structural&Clvil Engineers Jackson Deck Woo \/\/o r K Portland,Oregon SW Barbara Ln Tigard i or!'itikerr7ti 1144,00 DJ-04.wwb Design Check Calculation Sheet Wood Works Sizer 10,4 Loads: Load Type Distribution [at- Location Ift) Magnitude Unit tarn Start End Start End DL Dead Full Area 12.00 (16.0") p,f LL Live Full Area 60.00 (16.0") psi Self-weight Dead Full (JUL 2.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Unfactored: Dead 51. 49 Live 228 218 Factored. Total 279 267 ' Bearing: Capacity Joist. 2198 1256 Joist 0.13 0.21 Load conai7 #2 42 Length 3,50 2,00 Min req'd 1.50* 1.50* Cb 1.00 1.00 Cb rnln 1 .00 1.00 'Minimum bearing length setting used: 1-1/2"for end supports Deck Framing Lumber-soft, D.Fir-L,No.2,2x6 (1-1/2"x5-1/2") Supports:All-Hanger Floor joist spaced at 16.0"c/c;Total length;5'-7.0";volume=0.3 cu.ft.; Service:wet;Lateral support top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv 37 F'v' = 175 p.=,i f.v/k'v' ,-- 0.21 Bending(+) fb7 - 536 ['b' ,. 1144 psi fb/Fb' 0,47 Live Defl'n 0.05 = <L/999 0.17 = L/360 in 0.26 Total Defi'n 0.07 L/952 0.26 = L/240 in 0.25 IrlIW D Y Structural • Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-8 Client: Scott Jackson Date: Oct 2019 By: GGM Support Beam Loads /7 l-F Di ✓::.4 4 r: 0 1-r 's,+'r1` r-•I„ 1. y .eir y j r �, } Y??9t 4 O; i i a ear l I 3rpiF- Pl. C)'' iIIII aii 11111■Iit1 i y /// {fLt_ . 1 ,., Nr r- r 1 7- ri -mmrtii. - ink, r- COW 1 j - Isom* isi�i.1r.A MINIM'I y ,• ,, 1,, ill I Ill ' 1111111111.1 Igrda6117.111111111111111.1 A r- -- „Ar ' .._fa T 40. Ma .!: titoz71F Pt-2, - if itx, p t'- L-L o ! *All .11111>. I ft T EF °4- ,i rxI� (pr-p1P Lt- r Asioraiit 1111011 rax ryT 4-'4,,-5111101Mill Milli ' Gly onF C iMin Aim IL .KJ- b ler4g pit PL , g i') pts u- 0 a 'FANO 2t-p►F PL-- '' r-_" i z r# P.F tom. di, r { lrEla EEs • 111111 f W D Y Structural • Civil En.ineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-9 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck Edge Beam Reference: DB-1 w(DL) = 97.0 plf Span = 6.5 ft w(LL) = 419.0 plf LDF = 1.00 wo = 7.9 plf w(TL)= 524 plf Wind (WL) = 26.0 psf Trib ht= 1.3 ft Selected beam size : 4x10 Selected grade : DFL#2 A = 32.38 in2 Fb= 900 psi SX= 49.91 in3 F„= 180 psi IX= 230.84 in4 E = 1,600 ksi Sy= 18.89 in3 F,= 1,350 psi ly= 33.05 in4 Rv= wvL/2= 1703 lbs RH= wHL/2 = 110 lbs vv= 3/2 Rv/Av= 78.9 psi OK VH = 3/2 RH/AH= 5.1 psi Combined = 0.47 My= wv L2/8 = 2767 ft-lbs MH = WH L2/8= 179 ft-lbs fbv= 12 My/Sv= 665 psi OK fbH= 12 MH/SH= 113 psi Combined = 0.82 5 • w • 14 LTL = = 0.06 in = L/ 1369 384 • E • I, 5 • w • 14 = AWL 384• E • Iy = 0.03 in = L/ 3038 Use 4x10-DFL#2 QW D Y Structural . Civil En.ineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-10 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck Edge Beam Reference: DB-2 w(DL) = 38.0 plf Span = 5.5 ft w(LL) = 171.0 plf LDF= 1.00 wo = 4.7 plf w(TL)= 214 plf Wind (WL) = 26.0 psf Trib ht= 1.3 ft Selected beam size : 4x6 Selected grade : DFL#2 A= 19.25 in2 Fb = 900 psi SX= 17.65 in3 F„= 180 psi IX= 48.53 in4 E = 1,600 ksi Sy= 11.23 in3 Fe= 1,350 psi ly= 19.65 in4 Rv= wvL/2 = 588 lbs RH= WHU2 = 93 lbs vv= 3/2 Rv 1 Av= 45.8 psi OK vH= 3/2 RH/AH= 7.2 psi Combined = 0.29 My= wv L2/8 = 808 ft-lbs MH = WH L2/8= 128 ft-lbs fbv= 12 My/Sv= 549 psi OK fbH= 12 MH/SH= 137 psi Combined = 0.71 5 • w • /4 ATL = 384 •E - IX = 0.06 in = L/ 1165 5 • w • /4 AWL __ 384 • E 1 = 0.02 in = L/ 2982 Use 4x6 -DFL#2 • FlW D Y Structural • Civil En.ineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-11 Client: Scott Jackson Date: Oct 2019 By: GGM Joist Location : Deck Edge Beam Reference: DB-3 w(DL) = 48.0 plf Span = 7.8 ft w(LL) = 213.0 plf LDF= 1.00 wo = 6.2 plf w(TL)= 267 plf Wind (WL)= 26.0 psf Trib ht= 1.3 ft Selected beam size : 4x8 Selected grade : DFL#2 A= 25.38 in2 Fb= 900 psi Sx= 30.66 in3 F, = 180 psi lx= 111.15 in4 E = 1,600 ksi S,= 14.80 in3 F, = 1,350 psi ly= 25.90 in4 Rv= wvL/2 = 1046 lbs RH= WHL/2 = 132 lbs vv= 3/2 Rv/Av= 61.9 psi OK VH= 3/2RH/AH= 7.8 psi Combined = 0.39 My= wv L2/8 = 2049 ft-lbs MH= WH L2/8 = 259 ft-lbs fbv= 12 My/Sv= 802 psi OK fbH= 12 MH/SH = 210 psi Combined = 1.04 5 • w • /4 _ ATL 384 E IX - 0.13 in = L/ 739 5 • w • t4 OWL = = 384 • E ly 0.07 in = L/ 1361 Use 4x8 -DFL#2 W D Y Structural . Civil Engineers hood Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-12 Client: Scott Jackson Date: Oct 2019 By: GGM Ledgers Grid B DL reaction = 83 lbs LL reaction = 377 lbs Total reaction = 460 lbs LUS28 allow= 1100 lbs Joist spacing = 1.33 ft o.c. Ledger DL= 62.3 plf Ledger SL= 282.8 Of Ledger load = 345.1 plf SDS25412 allow= 350 lbs # provided = 2 stud spacing = 1.33 ft o.c. Capacity= 525 lbs Use 2x8 ledger w/(2)SDS25412 ea stud Grid 3 DL reaction = 34.5 lbs LL reaction = 168.0 lbs Total reaction = 202.5 lbs LUS26 allow= 710.0 lbs Joist spacing = 1.33 ft o.c. Ledger DL = 25.9 plf Ledger SL= 126.0 plf Ledger load = 151.9 plf SDS25412 allow= 350 lbs # provided = 2 stud spacing = 1.33 ft o.c. Capacity = 525 lbs Use 2x8 ledger w/(2) SDS25412 ea stud riwpy Structural . Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-13 Client: Scott Jackson Date: Oct 2019 By: GGM Post Loads 0 0 0 0 0 0 k :„... vo s** 0 i I 1 I 1 I I 0 # Veit' 1,4Z41 1 I I I I _ tO: P,,,d1 — 0 di At. 0 11 I 1 , . 1 1,04i r ,.. ..' 1 _ I . I I I I Seine 51Z- erli .4. I ' .. : — 1.- 1 f------- ---; ., 7 ----re 1 , . 1 • I it r 6 I 1 I 4 46, \tit'l 1 r 1 -1-4'•. it ip 4wv / s -.< F52 I 4 - 7 -...--- . w 1 I11.:t 0. t, .. o'N I V.41 1.*4 I or I +. aro 111? r 01 __ 1 0 _ r Idel, w 1 1 1 st, i pil in. , # i W D Y Structural . Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-14 Client: Scott Jackson Date: Oct 2019 By: GGM Column and Stud Sizer per AWC NDS Wall or Column? (Wall= 0, Col.= 1) 1 Load Duration Factor(Comp.), Cd= 1.00 Load Duration Factor(Bend.), Cd= 1.60 Repetitive Member Factor, Cr= 1.00 Lumber/Timber Grade DFL#2 Axial Load P= 3,483 lbs Uniform Lateral Load w= 10.0 plf Height h= 7.5 ft #of Members 1 Member Size= 4x6 Lumber Axial Loading: Flexural Loading: fa 180.94 psi M = 70.31 ft-lbs ltd= 25.71 or 16.36 fb= 47.82 psi 25.71 governs! KGE= 0.3 c= 0.8 E'= 1,350,000 psi FcE= 612.50 psi Fc'=Fc*Cd*Cf= 1,485.0 psi FpE/Fc= 0.412 (1+FCE/Fci)/2c= 0.883 CP 0.369 Fc'=Cp*Fc= 548.31 psi Fb= 1,820.00 psi fa/Fc'= 0.3 OK fb/Fb= 0.026 OK Interaction Check: (fa/Fc')2+(fb/Fb)/(1-fa/FcE)= 0.15 OK 0.109 Axial 0.037 Bending Deflection Check: 5*w*h4/(384E1)= 0.01 in = h/ 8,282 OK Bearing Check: fa/Fc,perp= 0.13 OK USE: (1) 4x6 DFL#2 OK FlW D Y Structural . Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-15 Client: Scott Jackson Date: Oct 2019 By: GGM Column and Stud Sizer per AWC NDS Wall or Column? (Wall= 0, Col.= 1) 1 Load Duration Factor(Comp.), Cd= 1.00 Load Duration Factor(Bend.), Cd= 1.60 Repetitive Member Factor, Cr= 1.00 Lumber/Timber Grade DFL#2 Axial Load P= 2,937 lbs Uniform Lateral Load w= 10.0 plf Height h= 7.5 ft #of Members 1 Member Size= 4x4 Lumber Axial Loading: Flexural Loading: fa= 152.57 psi M = 70.31 ft-lbs 1/d= 25.71 or 16.36 fb= 47.82 psi 25.71 governs! KcE= 0.3 c= 0.8 E'= 1,350,000 psi FCE= 612.50 psi Fc=Fc*Cd*Cf= 1,485.0 psi FCE/F;= 0.412 (1+FCE/FC')/2c= 0.883 Cp= 0.369 Fc'=Cp*Fc'= 548.31 psi Fb= 1,820.00 psi fa/Fc'= 0.3 OK fb/Fb= 0.026 OK Interaction Check: (fa/Fc)2+(fb/Fb)/(1-fa/FCE)= 0.11 OK 0.077 Axial 0.035 Bending Deflection Check: 5*w*h4/(384EI)= 0.01 in = h/ 8,282 OK Bearing Check: fa/Fc perp= 0.18 OK USE: (1) 4x4 DFL#2 OK W D Y Structural • Civil Engineers 101.011 Job Name: Jackson Residence Deck Job No: 19242 Sheet No: DF-16 Client: Scott Jackson Date: Oct 2019 By: GGM Stringers Uniform DL= 12 psf Uniform LL= 60 psf Stringer spacing = 1.00 ft o.c. Horizontal span = 11.75 ft Modified DL = 14.2 psf Stringer reaction = 436.0 lbs Stringer moment= 1280.9 ft-lbs Net section properties: A net= 7.5 sq in S net= 6.25 in3 fv= 87.2 psi Fv allow= 180.0 psi DCR = 0.48 fb= 2459.3 psi Fb allow= 1495.0 psi Add 2x4 stiffener to inside stringers Stiffener net section properties: A net= 12.75 sq in S net= 12.50 in3 fb= 1229.6 psi Fb allow= 1495.0 psi DCR = 0.82 rivimy Structural . Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: FD-1 Client: Scott Jackson Date: Oct 2019 By: GGM Footings Presumptive soil bearing: 1500 psf Increase per ft of depth: 110 psf Depth of excavation: 1 ft Allowable soil bearing: 1610 psf Location Post Load Req'd Area Provided A Provided Act'I Brg (lbs) (sq ft) (sq ft) Size (psf) A-2 2429 1.51 1.78 16"sq x 8" 1466 A-4 3483 2.16 2.78 20"sq x 8" 1354 A-5 1742 1.08 1.78 16" sq x 8" 1080 E-A.2 592 0.37 0.35 8" dia pier 1694 13-2 2165 1.34 1.78 16" sq x 8" 1318 C-2 1827 1.13 1.36 14"sq x 8" 1442 D-1 1960 1.22 1.78 16"sq x 8" 1203 D-2 1566 0.97 1.36 14" sq x 8" 1251 E-2 1827 1.13 1.36 14"sq x 8" 1442 F-2 2023 1.26 1.36 14"sq x 8" 1586 G-2 1011 0.63 1.36 14" sq x 8" 843 W D Y Structural - Civil Engineers boo/ Job Name: Jackson Residence Deck Job No: 19242 Sheet No: FD-2 Client: Scott Jackson Date: Oct 2019 By: GGM Footing bearing (psf) 0 0 0 CI) 0 0 0 0 0 yr I r- A I I I 111530 — 44'--go-4-7, -- 1 0 II I ° I 1 CI rl 1-4• 404 1 i 1 L 1 ... . .... : 0 , ... I...:--., .._ma I tr 4 ," 3CPS I I I I 40. : I .. I 10,1 ,...„ ................. ' ' lilL .... 4140 1(.* ' I . 44' 0 gi - r: I \ 4. , 4110 \N I \ a 11 N. 43, • ri 444- . •e, i i i i wax I . , 0 -r Ii /-le 1-fr r Apik. I air i 1 i 0-, ,t1') ,_, r,.............,_ nINDYStructural • Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: R-1 Client: Scott Jackson Date: Oct 2019 By: GGM General Layout 1" 1 i NV 2X8 PT RIM JOIS- EJA3DRAIL- SEE111A3 SIMPSONSIHONG IItDI12WIIli IX6 CC MPOS TE STRONG-DRIVE SOS HEW-DUTY SCREWS AND 1+2"GALV MACHINE BOLT COMPOSITE DECKING ASCIA NN;N" 2X8 PT JOISTS AT 16'j>)". O.C. tSIMPSON HIZ la DIA GALV MACHINE 30LT Wii 2WASHERS 4X8 PT BEAM SIMPSON STRONG-TIE BC') "-t 14" 4X4 PT POST •- i SCALE GUARDRAIL SECTION Design Criteria Design per 2015 ORSC Uniform Load: 50 plf top rails and grab rails Concentrated Load: 200 lbs top rails and grab rails, any location Components: 50 lbs applied over 1 sq ft area Max Deflection: L/360 for LL riali W D Y Structural • Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: R-2 Client: Scott Jackson Date: Oct 2019 By: GGM 3,1 Handrails r 2 DPT TGF 7+1. Ape/ u r WET>=. 114 ry m:Nase, AI ufm Ka 4E4 Pt fEjET --- I I AA ::t 3'CJVL2 0 I I y'e SUU,I 12 len.\'E 11'NA CAN HRCN\E &:1".n 2%'4IHE=C t'. zw GUARDRAIL POST CONNECTION Design loads: Top& handrails: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: 2x2 PT DF Max span = 49.0 in MMAX(uniform Id)= 1000.4 in-lbs Assumes continuity across attachments MMAX(point Id)= 1225.0 in-lbs Assumes continuity across attachments A= 2.250 in2 S = 0.563 in3 I = 0.422 in4 fv= 133.3 psi Fv allowable = 270.0 psi short term impact load DCR= 0.49 fb = 2177.8 psi Fb allowable= 2175.0 psi short term impact load Use 2x2 PT DF Wagner Bracket: Rated load = 300 lbs > max 200 lb load requirement Wood: 1/4"dia screw allow= 172.0 lbs/in penetration depth = 1.25 in # provided = 2 Allowable tension = 430.0 lbs > max 200 lb load requirement 1, WDY Structural • Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: R-3 Client: Scott Jackson Date: Oct 2019 By: GGM Top rails 9 2X8PTROI JOIS- GJAiDNAN. SEE tVAJ ROEIGGIHOnG 1t Di I tra SiH TRONGDRNE SES 1EAVi;KHY 5i.REM At1012'GALV MX HI NE SOU COWOSITE C£CNt:G 1%5 CC+:Bos TE =ASCJA 2A5 PT XXSTS 0160.6. SNPSOHHIZ Irl DU DZLV MACHINE UEETH1'21.t'ASHERS EIA PT DEW SMPUON 57140NGTiE 44 FT POST -- 1 }} SVLEGUARDRAIL SECTION Design loads: Top& handrails: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: 2x6 PT DF Max span = 44.5 in MMAx(uniform Id) = 825.1 in-lbs Assumes continuity across attachments MMAx(point Id) = 1112.5 in-lbs Assumes continuity across attachments R= 8.250 in2 S = 7.563 in3 I = 20.797 in4 fv= 36.4 psi Fv allowable= 270.0 psi short term impact load DCR = 0.13 fb= 147.1 psi Fb allowable= 2175.0 psi short term impact load Use 2x6 PT DF Attachment 1/411 dia screw allow= 163.0 lbs/in penetration depth = 1.5 in #provided= 2 Allowable tension = 489.0 lbs > max 200 lb load requirement rIWDY Structural • Civil Engineers Job Name: Jackson Residence Deck Job No: 19242 Sheet No: R-4 Client: Scott Jackson Date: Oct 2019 By: GGM Posts r.14 SA' 1,10 1,4. It V 3x3 PAUHOCA� \ • 4.Du:NEFE °00 n; 20 TOP PAR VA PT SWIM JXJ Pi PCS" P YEA rxlaovu—�_ d-ti ti '" Awu euveree � � b ui�ancva�. v R41. SCFE+,'9TYP 0 FbSCOINSRE FASCIA 2)4 Fr RN Y.Y. P-0 1.2• Ell ) ,." , TYPICAL GUARDRAIL ELEVATION ; Design loads: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: 4x4 PT DF Max spacing = 48.0 in RMAx(uniform Id) = 200.0 lbs Use PMAx= 200.0 lbs Post height= 42.0 in MMAX= 8400.0 in-lbs A= 12.250 in2 S = 7.146 in3 I = 12.505 in4 fv= 24.5 psi FN/allowable= 270.0 psi short term impact load DCR= 0.09 fb= 1175.5 psi Fb allowable = 1912.5 psi short term impact load Use 4x4 PT DF Anchors: TIC couple dim = 4.8 in TMAX= 1768.4 lbs Simpson DTT2Z 1825.0 lbs check bearing: req`d H = 0.54 in