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REVIEWED BLD2023-0389+Structural_Calculations+3.30.2023_2.51.52_PM+3454270RECEIVED Apr 03 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0389 .............................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT Permit Calculations 22-190-01 McGOU RTY RESIDENCE 1139 3RD AVE S EDMONDS, WA 98020 for DesignWorks NW �N" W. f WAs 53565 O TORAL V- w� SSTONAL 03/30/2023 March 30, 2023 1215 Fourth Avenue, Suite 1200 1 Seattle, Washington 98161 ' 206-402-5156 1 www.lundopsahl.com GRAVITY 1215 Fourth Avenue, Suite 1200 1 Seattle, Washington 98161 ' 206-402-5156 1 www.lundopsahl.com STRAP & BLKG BACK INTO (E) HOUSE DIAPHRAGM IN (E) ROOF HDR r----____1_________L_______, IZ 1 I I I i I I I �I 0 O I I I gPo I I f---1 I I I O ry I I I I I LJ I of I w x i Wo z p I ¢ I IH _ I 51/8 x9 GLB B-1 I I I B-2 i I I I I `vll I I I I I I I I I I I I I I I J I --------^ ------------- IF B-3 N a�2 o @) 01 - DEMO (E) ROOF BACK TO WALL LINE TO INSTALL NEW BEAM O z z 0 STRAP & BLKG BACK INTO (E) HOUSE DIAPHRAGM IN (E) ROOF VERIFY (E) BEARING POST PARTIAL ROOF PLAN- GRAVITY FRAMING KEY *beam designs indicated are minimums; final size may be increased in the structural drawings Project WA C ci booty V-M, clQYt.G% p Sheet 1/ Subject &rw;jj, �i4R�{.w` F�d�' SOIST UND Client Page No. *3AHL Designer M , . G Date it 124 /2022 www.lundopsahl.com I Tel:206.402.5156 "CM 2x Q lb"' o.c- Lon> Ci8A(> / do = 20 P-F SNOW LOAD %2S?3F r P;tot, SPWA k fvl = to-9'+ (0,5-Il) Tr,b 16" W : 60 PLF W = DtL- 20 C Iv/z) -J- 2s0'/,z) = 26.64 + 33.33 = 60 PLF e� vie, z Dewnrnd M,,,,.,,, c $ = 9q2 Ib- Ft = J1,90y Ib-in qoo"; I.IS (.0 /.0 I.c J.5 I.0 ),o (.fS Fb' = ( -* 85 Ps; �6 = LA 5 = 3,611 Ps; L F,, No c-) — �Yy I?c G l / DF IN o. 2 ) 1 Fe - F6 co- [F c.=gooCflS)C1.%)(1.15) - tSk -p-," -pb _ S _ 1190 N'^s%� ^ 1,556 Ps; Fb = 15N� Ps' Jl1 0 oc�� - Ty� 2x 8 f✓ QT ►)o. 2 Fbl = Fb • CD 'Cr- . C,r ;:- efoo04s) [ I.2)(I,IS) = J`128- Ps; c _ M 1/I39� y^ Toy. 9 Ps; L Fb' f �or�l ` S = i3•IY pCn = 905-9 _ 0, bs �l.0 8..1 --'�> USE 2x 8 Dc 42- IvV 1%U� (zOO F '-To I S-r Project McGa000 LY�eSiaey�GL Sheet 2/ Subject C{Ytw; 4n c cpi-cW` — Q.D()r-- Z6 j5( /ftE gEM4 UND Client Page No. 31AHL Designer • • G Date I Z( /7022 www.lundopsahl.com I Tel:206.402.5156 Z x 6 i 60� 5o IS lne �ewv.,.d'• V.- 2C _ 66 1.5) = 395 /b5 z (01 I &b 1.f5 I•U 1.& 3V _ s(3Ns) N -4- 4 �F,- V 2bd -. 2(65)(?.LS) V-?'O�pS' @:ba�cl- WLee-4ior ( 3oisi 1„ft ) C43• a) L11.5ca))' 5 wLk _ 5C333�</ K, Z. 38Y C Z 3gY jlppD• w� D in L yro l °�ood J( 94.63) 11.1cia) _ b.29rn Nto � 6 Pt4 IS-1 A C B- I ) : w - Nay ib(� LOAD! � PhD LOsf D = 20 PSF SUM LOAD = 25 PS FX11 v UN L= (V -V, z 13, Tr I, w;Jtk = �I 1.5/2 ) k ( 91,1) = q. a S r4 Asu We : 0 fi I_ - 20L9.3s) � 2-5(9--?ig� = fk5 t 2N3•:K' = H3375 11,/Ff 4 • see, lrCr &�lc- ( 15-1) T--w, Pro Swon bimbor: `Nkfw) DF IN0.7 i5 good �Iv-Lcw- wtslh-r�S'/C x9 Slnc-,— pcs = 0.26r 'De Re .f o— _>= U5E CqL- 151113 Xa f%0(Z I R6oF BEAM Project m r GI pV-'ty QCsi(�eY1c {, Sheet / Subject C-►1t.in Spi-cvv` — EXTeRIM BEAM UND Client Page No. 31AHL Designer M • • Date I2( I2o2e' www.lundopsahl.com I Tel:206.402.5156 IN ALL M �xN n tol m r m CIO f3^4 — eol ��RT 1'�lL ROD � PL JtN wW P (FrOPA a-y) !3 ^3 Dr Ao Joao a 20PSP Snow 29PSF / TR113-t;N6rrlF-2' S =D.65K D tL. Ww=(20?--r•2') •I-�25PSF•2') ww = 90 PLF- 5 EF- ENE3LCALL (9- 5 ) r -� Nk S FDF- ProjectCGItUIr 6y 9-es:.aen..L Sheet f Subject Gyr-v;jn 'smaicvv-� - F—XTER10Q- 13Etm UND Client Page No. 31AHL Designer M • ' G Date I2� I1o22 www.lundopsahl.com I Tel:206.402.5156 NEW FaXTp-R10R gEw l 8 V'1c TXIAL- g.ODr- FI-W L0AVs: 'D E h D L0AD = 20 PSF SNOW LOAb : 25 PSF W AL c- qi_6� w- L6NCTh' = /3 FT %Rlg LF—Narff PT Asc _ wLL = 2ormF('1') + 25 PSF(Y') = (80 PLF SEE EuaRcPLc ( 4-y) Project MrGabuc 4Y ReSi6eyf— Sheet61 Subject Gyr-v;jj Sysitw` - E xTFPiDP- $EhM UND Client A(� Page No. 31AHL Designer M • ' Date I Z/ I2022 www.lundopsahl.com I Tel:206.402.5156 EXT'F:iz IoR 6EOA ( S-5 ) WALL �xy col m m fS-4 eol �RRT13�L R00� PI -AN Fronk B-N� Ww 3- S L ends CMAO i-oao 2cPsF ,mow wogs : 29 pap / R1t3 �"VN&eTl-F = gl�z P ( Few 6-4) p-b.6sek W w = [ZOP3P •ir) 4- ( 25 PSF W,,. _ lg.33 PLF + 16.46 PI = 30 PLF $ EF- ENE2CAL C (B- 5 Project MCGItu(*tY KeS;681f.D-f- Sheet Subject CiYtw;� '9ySitw` — F(,60)E ED /s'r UND Client A/� f Page No. 31AHL Designer M r1 ' Date I Z� /2022 www.lundopsahl.com I Tel:206.402.5156 FIB- SaiS"f •• L01- 20 Ps I,.. L _ Li o Ps F 16 " O. c. UjM c to PI-P Amp C16��=) 26.66 + 53 33 = Bo •-1 USE 1-4-Itr rAL-- F-r So,S-+ Sit;1+ F No . 2. 'Fcr- Floo-r �lev„n° Dc.Q 0.g2 S�neP,r DG�- = b'2g Pe•�lw(;ov� o lc Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: Roof Joist (2x8) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x8 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.02666, S = 0.03333 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.634: 1 Maximum Shear Stress Ratio = 0.206 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 905.63psi fv: Actual = 42.72 psi F'b = 1,428.30psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.173 in Ratio = 797> 480 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.312 in Ratio = 442 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress M Ratios V CD CM Ct CLx CF Cfu C i C r Moment M Values fb F'b Shear V Values fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.360 0.117 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.44 402.5 1,117.8 0.14 19.0 162.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.634 0.206 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.99 905.6 1,428.3 0.31 42.7 207.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.546 0.178 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.85 779.8 1,428.3 0.27 36.8 207.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.122 0.040 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.26 241.5 1,987.2 0.08 11.4 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Roof Joist (2x8) Overall Maximum Deflections Project File: Gravity Checks.ec6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3116 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.345 0.345 Max Upward from Load Combinations 0.345 0.345 Max Upward from Load Cases 0.192 0.192 D Only 0.153 0.153 +D+S 0.345 0.345 +D+0.750S 0.297 0.297 +0.60D 0.092 0.092 S Only 0.192 0.192 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: B-1: Roof GLM Beam (5.125x9) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.195) S(0.2438) 5.125x9 Span = 12.660 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1950, S = 0.2438 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.565 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,559.48psi fv: Actual = 81.60 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.330ft Location of maximum on span = 11.921 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.253 in Ratio = 600 > 480 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.466 in Ratio = 326> 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.330 0.156 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.11 712.3 2,160.0 1.15 37.3 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.565 0.268 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.99 1,559.5 2,760.0 2.51 81.6 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.488 0.231 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.77 1,347.7 2,760.0 2.17 70.5 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.111 0.053 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.46 427.4 3,840.0 0.69 22.4 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B-1: Roof GLM Beam (5.125x9) Overall Maximum Deflections Project File: Gravity Checks.ec6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4656 6.376 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.841 2.841 Max Upward from Load Combinations 2.841 2.841 Max Upward from Load Cases 1.543 1.543 D Only 1.298 1.298 +D+S 2.841 2.841 +D+0.750S 2.455 2.455 +0.60D 0.779 0.779 S Only 1.543 1.543 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: B-2: Roof Sawn Lumber Beam (4x8) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 900.0 psi E : Modulus of Elasticity Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 31.210pcf D(0.04) S(0.05) 48 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.195 1 Maximum Shear Stress Ratio = 0.086 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 262.80psi fv: Actual = 17.77 psi F'b = 1,345.50psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.750ft Location of maximum on span = 6.898 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 4470 > 480 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.038 in Ratio = 2340 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.119 0.052 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.32 125.2 1,053.0 0.14 8.5 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.195 0.086 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.67 262.8 1,345.5 0.30 17.8 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.170 0.075 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.58 228.4 1,345.5 0.26 15.4 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.040 0.018 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.19 75.1 1,872.0 0.09 5.1 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B-2: Roof Sawn Lumber Beam (4x8) Overall Maximum Deflections Project File: Gravity Checks.ec6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0385 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.358 0.358 Max Upward from Load Combinations 0.358 0.358 Max Upward from Load Cases 0.188 0.188 D Only 0.171 0.171 +D+S 0.358 0.358 +D+0.750S 0.311 0.311 +0.60D 0.102 0.102 S Only 0.188 0.188 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: B-3: Exterior Roof Sawn Lumber Beam (4x8) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.566 S(0.65) D(0.04) S(o.05) D(0.04) S(0.05) 48 Span = 7.0 ft 4x8 Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.040, S = 0.050 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.040, S = 0.050 , Tributary Width = 1.0 ft Point Load : D = 0.5660, S = 0.650 k @ 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.368 1 Maximum Shear Stress Ratio = 0.358 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 494.59psi fv: Actual = 74.12 psi F'b = 1,345.50psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.000ft Location of maximum on span = 7.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 2280> 480 Span: 2 : S Only Max Upward Transient Deflection -0.007 in Ratio = 12329 -480 Span: 1 : S Only Max Downward Total Deflection 0.019 in Ratio = 1234 > 240 Span: 2: +D+S Max Upward Total Deflection -0.012 in Ratio = 6823 -240 Span: 1 : +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.219 0.213 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.59 230.4 1,053.0 0.58 34.5 162.0 Length = 1.0 ft 2 0.219 0.213 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.59 230.4 1,053.0 0.58 34.5 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.368 0.358 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.26 494.6 1,345.5 1.25 74.1 207.0 Length = 1.0 ft 2 0.368 0.358 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.26 494.6 1,345.5 1.25 74.1 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: B-3: Exterior Roof Sawn Lumber Beam (4x8) Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v Length = 7.0 ft 1 0.319 0.310 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.09 428.6 1,345.5 1.09 64.2 207.0 Length = 1.0 ft 2 0.319 0.310 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.09 428.6 1,345.5 1.09 64.2 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.074 0.072 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.35 138.3 1,872.0 0.35 20.7 288.0 Length = 1.0 ft 2 0.074 0.072 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.35 138.3 1,872.0 0.35 20.7 288.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+S-0.0123 5.123 +D+S 2 0.0194 1.000 0.0000 5.123 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.154 1.826 Max Upward from Load Combinations 0.154 1.826 Max Upward from Load Cases 0.079 0.971 D Only 0.075 0.855 +D+S 0.154 1.826 +D+0.750S 0.134 1.583 +0.60D 0.045 0.513 S Only 0.079 0.971 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 LIC# : KW-06017879, Build:20.22.10.25 LUND OPSAHL LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: B-4: Exterior Roof Sawn Lumber Beam (4x10) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.08) S(0.1) 4x10 Span =13.Off Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.765. 1 Maximum Shear Stress Ratio = 0.240 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 949.86psi fv: Actual = 49.74 psi F'b = 1,242.00psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.500ft Location of maximum on span = 12.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.175 in Ratio = 891 > 480 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.327 in Ratio = 476> 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 13.0 ft 1 0.455 0.143 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.84 442.0 972.0 0.50 23.1 162.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.0 ft 1 0.765 0.240 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.95 949.9 1,242.0 1.07 49.7 207.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.0 ft 1 0.663 0.208 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.42 822.9 1,242.0 0.93 43.1 207.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.0 ft 1 0.153 0.048 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.10 265.2 1,728.0 0.30 13.9 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B-4: Exterior Roof Sawn Lumber Beam (4x10) Overall Maximum Deflections Project File: Gravity Checks.ec6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3273 6.547 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.216 1.216 Max Upward from Load Combinations 1.216 1.216 Max Upward from Load Cases 0.650 0.650 D Only 0.566 0.566 +D+S 1.216 1.216 +D+0.750S 1.053 1.053 +0.60D 0.339 0.339 S Only 0.650 0.650 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: B-5: Exterior Roof Sawn Lumber Beam (4x10) With Point load CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.566) S(0.65) D(0.01333) S(0.01667) 4x10 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.01333, S = 0.01667 , Tributary Width = 1.0 ft Point Load : D = 0.5660, S = 0.650 k @ 5.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.622 1 Maximum Shear Stress Ratio = 0.191 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 772.69psi fv: Actual = 39.46 psi F'b = 1,242.00psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.513ft Location of maximum on span = 8.737 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio = 1864 > 480 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.117 in Ratio = 972 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.378 0.117 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.53 367.9 972.0 0.41 18.9 162.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.622 0.191 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.21 772.7 1,242.0 0.85 39.5 207.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.541 0.166 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.79 671.5 1,242.0 0.74 34.3 207.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.128 0.039 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.92 220.7 1,728.0 0.25 11.4 288.0 Wood Beam Project Title: Engineer: Project ID: Project Descr: LUND OPSAHL LLC DESCRIPTION: B-5: Exterior Roof Sawn Lumber Beam (4x10) With Point load Project File: Gravity Checks.ec6 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1173 4.958 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.688 0.880 Max Upward from Load Combinations 0.688 0.880 Max Upward from Load Cases 0.353 0.455 D Only 0.335 0.424 +D+S 0.688 0.880 +D+0.750S 0.600 0.766 +0.60D 0.201 0.255 S Only 0.353 0.455 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Gravity Checks.ec6 DESCRIPTION: Floor Joist (2x10) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase .05333 2x10 Span = 12.660 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.02666, L = 0.05333 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.818 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 932.82 psi fv: Actual = 50.16 psi F'b = 1,138.50psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.330ft Location of maximum on span = 11.921 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.196 in Ratio = 775> 480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.305 in Ratio = 498> 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress M Ratios V CD CM Ct CLx CF Cfu C i C r Moment M Values fb F'b Shear V Values fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.325 0.111 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.59 333.4 1,024.7 0.17 17.9 162.0 +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.819 0.279 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.66 932.8 1,138.5 0.46 50.2 180.0 +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.550 0.187 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.40 783.0 1,423.1 0.39 42.1 225.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 12.660 ft 1 0.110 0.037 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.36 200.1 1,821.6 0.10 10.8 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Floor Joist (2x10) Overall Maximum Deflections Project File: Gravity Checks.ec6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3048 6.376 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.525 0.525 Max Upward from Load Combinations 0.525 0.525 Max Upward from Load Cases 0.338 0.338 D Only 0.188 0.188 +D+L 0.525 0.525 +D+0.750L 0.441 0.441 +0.60D 0.113 0.113 L Only 0.338 0.338 LATERAL 1215 Fourth Avenue, Suite 1200 1 Seattle, Washington 98161 ' 206-402-5156 1 www.lundopsahl.com SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 1139 3rd Ave S Edmonds, Washington 98020 ASCE 7 Hazards Report Standard: ASCE/SEl7-16 Latitude: 47.800289 Risk Category: II Longitude:-122.379918 Soil Class: D - Default (see Elevation: 124.61 ft (NAVD 88) Section 11.4.3) I.I I ' Eormnds Marne IGA Edmonds C 1 C!rh P.A o Pa L. I '-•I Pl SI Ftra ¢ Svee, � Fla,{la ld - FG5%crl Lfl 2M a uai rr 51 a T u E� � dell,l Ccw LJ iid ' Elln ti� U M1r L N Lia91 H'v 4 Fart h In Hulsht�� Rd � I LT I C a n'gnlxt�Ln ' 77Cth St Cry' . Wind Ra:,e ii,l6 4Jn1rr I' cob 1 h�lill i-r.'��II I. SA6relln� .1'�� Imuron Pori MaGlun �"Ilnmr.F Rex mton Fy' Kakl end - IB�IAIL - I� Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Wed Feb 08 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Wed Feb 08 2023 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 1.281 Sol N/A S, 0.45 TL 6 Fa 1.2 PGA: 0.544 FV N/A PGA M : 0.653 SMs : 1.538 FPGA 1.2 SM1 N/A le 1 SIDS : 1.025 Cv 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Feb 08 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtool.onIine/ Page 2 of 3 Wed Feb 08 2023 Gerber Residence Snoaual mie LUND 5u4e� c,pM DesignWorks OPSAHL GMP nae 3/21123 w lunnapsahl cmTel 2D6 402.5156 Seismic Loading Analysis - Base Shear 20181BC (Ch. 16) &ASCE 7-16 (Ch. 11, 12, & 22), References per ASCE 7-16, UNO Site Specific Criteria: Risk Category II (1BCTab. 7604.51 Fa 1.20 [16CTab. 1613.2.3M] Site Class D (Default) (ASCE 7 Ch. 201 Fv 1.85 [IBC Tab. 1673.23(2)] Design Category D !Table 71.6-1 and 21 SMs 1.537 (g) (IBC Eqn. 76-361 Ss 1.281 (g) (IBC Fig. 1613.2.7(7)-(2)] or SM1 0.833 (g) !IBC Eqn. 16-371 S1 0.450 (g) [ASCE7 Online Hazard Tool] SDS 1.025 (g) (IBC Eqn. 76-381 le 1.00 (Tab. 7.5-21 SDI 0.555 (g) !IBC Eqn. 16-391 Equivalent Lateral Force Procedure (Sec. 12.8) Loading X-Direction Lateral System A. BEARING WALL SYSTEMS (Tab. 72.2-11 15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance Vertical Distribution of Forces Ct 0.02 ]Tab. 72.8-21 Cs 0.158 [Eqn. 12.8-21 C x Fx Vx Fax Fpx/Fx FPx Fpx,min Fpx,max wx hx wxhxk x 0.75 (Tab. 12.8-21 0.662 [Eqn. 12.8-3] Level (Eqn. 72.8-121 [Eqn. 72.8-77] [Eqn. 72.8-73] [Eqn. 72.70-7,-2,-3] [Eqn. 1270-I] (Eqn. 72.10-21 [Eqn. 1270-3] Cs, max hn 12.0 (ft) (Sec.72.8.2.1] [Eqn. 12.8-41 (kip) (ft) (kip-ft) (kip) (kip) (kip) (kip) (kip) (kip) hlimit 65 (ft) (Tab. 12.2-71 0.045 [Eqn. 12.8-5] Existing 46 10.0 457 0.862 7 7 9 1.30 7 9 19 Cs.m� T. 0.129 (sec) (Eqn. 12.8-71 (Eqn. 12.8-61 New 7 10.0 73 0.138 1 8 1 1.30 1 1 3 Ca 1.4 (Tab.12.8-71 0 0.000 0 0 0 0.00 0 0 0 TMODAL - (sec) (Sec. 12.8.21 Cs,design 0.158 !Controlling Cs; 0 0.000 0 0 0 0.00 0 0 0 T 0.129 (sec) (Sec. 12.8.21 See also 11.4.8 Exceptions] 0 0.000 0 0 0 0.00 0 0 0 TL 6.00 (sec) (Fig. 22-141 k 1 [Sec. 12.8.31 0 0.000 0 0 0 0.00 0 0 0 T, 0.542 (sec) (Sec. 17.4.61 0 0.000 0 0 0 0.00 0 0 0 R 6.5 (Tab. 12.2-11 Seismic Weight, W 53 (kip) [Sec. 12.8.1 & 12.7.2] 0 0.000 0 0 0 0.00 0 0 0 no 3 (Tab. 12.2-71 Base Shear, V 8 (kip) [Eqn. 12.8-1] 0 0.000 0 0 0 0.00 0 0 0 Cd 4 ]Tab.12.2-11 Sum 53 530 1.000 8 L UND PSIAHL Project McGourty Residence sheet Subject Wind Loads Client Design Works NW Page No. Designer GMP Date 3/21/23 www.lundopsahl.com Tlel- 206.402.5156 Wind Loading Analysis - MWFRS (Directional Procedure) ASCE 7-76, Chapter 27 - Enclosed an d Partially Enclosed Buildings of All Heights Building and Site Information Wind Direction Normal to building ridge V 98 mph [Fig.26.5-1A-D] Bldg. Class. II (Tab. 1.5-11 Exp. Cat. B [Sec.26.77 hr 12.00 ft he 14.00 ft Width 55.00 ft Length 55.00 ft Roof Type Monoslope KZt 1.10 [Sec. 26.8, Fig. 26.8-7] Kd 0.85 fTob.26.6-1] Ke 1.00 [Sec. 26.9, Tab. 26.9-1] Enclosed? Y [Sec 26.2] Hurricane Region? N P 0.050 Ct 0.0350 Resulting Parameters and Coefficients: 6 -2.08 deg h 14.00 ft Cp, windward wall 0.80 WWwall (Fig. 273-11 Cp, leeward wall -0.50 LW wall (Fig. 273-11 Cp, side walls -0.70 Side walls (Fig. 273-11 CP -0.90 Roof (Z#1) (Fig. 273-11 -0.18 CP -0.90 Roof (Z #2) (Fig. 27.3-11 -0.18 Cp -0.50 Roof (Z #3) (Fig. 273-11 -0.18 CP -0.30 Roof (Z #4) (Fig. 274-11 -0.18 +(GCpi) 0.18 [Tab. 26.13- 11 -(GCpi) -0.18 [Tab. 26.13- 11 a 7.00 (Tab. 26.11-11 zg 1200 ft [Tab. 26. 11- 11 Kh 0.57 [Tab. 26. 10- 1] Ke 1.00 [Sec. 26.9, Tab. 26.9-7] qh 13.21 psf [Eq.26.10-11 Ratio h/L 0.255 f 3.948 Hz (f >= 1, Rigid structure) G 0.850 [Sec.26.711 Wind B rn a J Width L Plan 0o hr h he L Elevation L=55ft. B = 55 ft. 11 Design Net External Wind Pressures [Sec. 273] Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height z KZ qZ CP p = Net Design Press. (psf) Surface (ft) (Psi [w/ +(GCp;)] [w/-(GCp;)] Windward Wall 0 0.57 13.21 0.80 6.61 11.36 For z = hr: 12.00 0.57 13.21 0.80 6.61 11.36 For z = he: 14.00 0.57 13.21 0.80 6.61 11.36 For z = h: 14.00 0.57 13.21 0.80 6.61 11.36 Leeward Wall All -0.50 -7.99 -3.24 Side Walls All -0.70 -10.24 -5.48 Roof (zone #1) cond. 1 - - - -0.90 -12.49 -7.73 Roof (zone #1) cond. 2 - - - -0.18 -4.40 0.36 Roof (zone #2) cond. 1 - - - -0.90 -12.49 -7.73 Roof (zone #2) cond. 2 - - - -0.18 -4.40 0.36 Roof (zone #3) cond. 1 - - - -0.50 -7.99 -3.24 Roof (zone #3) cond. 2 - - - -0.18 -4.40 0.36 Roof (zone #4) cond. 1 - - - -0.30 -5.75 -0.99 Roof (zone #4) cond. 2 - - - -0.18 -4.40 0.36 Footnotes: I (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2 Per Code Section 27 7.5, the minimum wind load for MWFRS shall not be less than 16 psf multiplied by the wall area of the building, and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. S Roof zone #3 is applied for horizontal distance of h to 2*h from windward edge. 6 Roof zone #4 is applied for horizontal distance of > 2*h from windward edge. 11 Determination of Gust Effect Factor, G: Is Building Flexible? No f >=1 Hz. Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1) a ^ 0.143 (Tab. 26.9-11 b^ 0.84 [Tab.26.9-1] a(bar) 0.250 [Tab.26.9-1] b(bar) 0.45 [Tab.26.9-7] c 0.30 [Tab. 26.9-1] 1 320 ft. [Tab.26.9-11 e(bar) 0.333 [Tab.26.9-1] z(min) 30 ft. [Tab.26.9-7] Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations z(bar) 30.00 [Tab.26.9-1] Iz(bar) 0.305 [Eq.26.9-71 Lz(bar) 309.99 [Eq.26.9-91 gq 3.4 [Sec 26.9.41 gv 3.4 [Sec 26.9.4] gr 4.505 [Eq.26.9-11] Project McGourty Residence SLJbject Wind Loads Client DesignWorks NW Designer GMP www.lundopsahl.com I Tel: 206.402.5156 Wind Loading Analysis - MWFRS (Directional Procedure) ASCE 7-76, Chapter 27 - Enclosed an d Partially Enclosed Buildings of All Heights Building and Site Information Wind Direction Parallel to building ridge V 98 mph [Fig.26.5-1A-D] Bldg. Class. II (Tab. 1.5-11 Exp. Cat. B [Sec. 26.7] hr 12.00 ft he 14.00 ft Width 55.00 ft Length 55.00 ft Roof Type Monoslope K, 1.10 [Sec. 26.8, Fig. 26.8-7] Kd 0.85 [Tab.26.6-1] Ke 1.00 [Sec. 26.9, Tab. 26.9- 7] Enclosed? Y [Sec 26.2] Hurricane Region? N P 0.050 Ct 0.0350 Resulting Parameters and Coefficients: 6 -2.08 deg h 14.00 ft Cp, windward wall 0.80 WW wall (Fig. 27.3-11 Cp, leeward wall -0.50 LW wall (Fig. 27.3-11 Cp, side walls -0.70 Side walls (Fig. 27.3-11 Cp -0.90 Roof (Z #1) (Fig. 27.3-11 -0.18 Cp -0.90 Roof (Z #2) (Fig. 27.3-11 -0.18 Cp -0.50 Roof (Z #3) (Fig. 27.3-11 -0.18 Cp -0.30 Roof (Z #4) (Fig. 27.3-11 -0.18 +(GCpi) 0.18 [Tab.26.13-1] -(GCpi) -0.18 [Tab. 26.13- 11 a 7.00 (Tab.26.17-1] Zg 1200 ft [Tab. 26. 11 - 11 Kh 0.57 [Tab. 26. 10- 11 Ke 1.00 [Sec. 26.9, Tab. 26.9-7] qh 13.21 psf [Eq.26.10-1] Ratio h/L 0.255 f 3.948 Hz (f >= 1, Rigid structure) G 0.850 [Sec 26.11] Wind B L Length L Plan L Elevation L = 55 ft. B=55ft. he 11 Design Net External Wind Pressures [Sec. 273] Parallel to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height z KZ qZ Cp p = Net Design Press. (psf) Surface (ft) (psf) [w/ +(GCp;)] [w/-(GCp;)] Windward Wall 0 0.57 13.21 0.80 6.61 11.36 For z = hr: 12.00 0.57 13.21 0.80 6.61 11.36 For z = he: 14.00 0.57 13.21 0.80 6.61 11.36 For z = h: 14.00 0.57 13.21 0.80 6.61 11.36 Leeward Wall All -0.50 -7.99 -3.24 Side Walls All -0.70 -10.24 -5.48 Roof (zone #1) cond. 1 - - -0.90 -12.49 -7.73 Roof (zone #1) cond. 2 - - -0.18 -4.40 0.36 Roof (zone #2) cond. 1 - - -0.90 -12.49 -7.73 Roof (zone #2) cond. 2 - - -0.18 -4.40 0.36 Roof (zone #3) cond. 1 - - -0.50 -7.99 -3.24 Roof (zone #3) cond. 2 - - -0.18 -4.40 0.36 Roof (zone #4) cond. 1 - - -0.30 -5.75 -0.99 Roof (zone #4) cond. 2 - - -0.18 -4.40 0.36 Footnotes: 7 (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2 Per Code Section 27 7.5, the minimum wind load for MWFRS shall not be less than 16 psf multiplied by the wall area of the building, and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. 3 Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge. 4 Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge. 11 Determination of Gust Effect Factor, G: Is Building Flexible? No f >=1 Hz. Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1) a ^ 0.143 (Tab. 26.9-11 b ^ 0.84 (Tab. 26.9-11 a(bar) 0.250 [Tab.26.9-1] b(bar) 0.45 [Tab.26.9-1] c 0.30 [Tab.26.9-1] 1 320 ft. [Tab.26.9-1] E(bar) 0.333 [Tab.26.9-7] z(min) 30 ft. [Tab.26.9-1] Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations z(bar) 30.00 [Tab.26.9-1] Iz(bar) 0.305 [Eq.26.9-7] Lz(bar) 309.99 [Eq.26.9-9] g q 3.4 (Sec. 26.9.41 gv 3.4 [Sec 26.9.4] gr 4.505 [Eq.26.9-71] Q 0.896 [Eq.26.9-8] project McGourty Residence sheet Subject Wind Loads client Design Works NW PageNo. Desigrer GMP Date 3/21/23 www.lundopsahl.com I Tel: 206.402.5156 Wind Loading Analysis - Wall Components & Cladding ASCE 7-16, Chapter 30 - Part 1 (Low -Rise Buildings) and Part 3 (Buildings with h > 60) Building and Site Information V 98 mph [Fig.26.5-1A-D] Bldg. Class. II [Tab. 1.5-11 Exp. Cat. B [Sec. 26.7] h, 12.00 ft he 10.00 ft Width 55.00 ft Length 55.00 ft Roof Type Monoslope KZt 1.10 [Sec. 26.8, Fig. 26.8-7] Kd 0.85 [Tab.26.6-7] Ke 1.00 (Sec. 26.9, Tab. 26.9-11 Enclosed? Y [Sec.26.2] Resulting Parameters and Coefficients: 0 2.08 deg h 10.00 ft Ae = 10 ft' Ae = 500 ft2 +GCp 0.90 0.63 Zone 4 +GCp 0.90 0.63 Zone 5 -GCp -0.99 -0.72 Zone 4 -GCp -1.26 -0.72 Zone 5 +(GCp) 0.18 [Tab.26.13-1] -(GCp;) -0.18 [Tab. 26.13- 11 hr Width Plan Ih Width Elevation [Fig. 30.3-7, GCp is reduced by 70% for roof angle <=70 deg. ] [Fig. 30.3-7, GCp is reduced by 10% for roof angle <=10 deg. ] [Fig. 30.3-7, GCp is reduced by 10% for roof angle <=70 deg. ] [Fig. 30.3-7, GCp is reduced by 10% for roof angle <=70 deg. ] a 7.00 [Tab. 26.11-11 Zg 1200 ft [Tab.26.11-1] Kh 0.57 [Tab. 26. 10- 11 Ke 1.00 [Sec. 26.9, Tab. 26.9-11 qh 13.21 psf [Eq.26.10-1] 1 Design Net External Wind Pressures (Sect. 30.4 & 30.6): (Sec. 30.4 and 30.61 Wind Load Tabulation for Wall Components & Cladding Component Ae (ft2) Z (ft) Zone 4 (+) p = Net Design Pressures (psfl Zone 4 (-) Zone 5 (+) Zone 5 (-) 10 12.00 14.3 -15.5 14.3 -19.0 L 20 12.00 13.6 -14.8 13.6 -17.8 � n L 30 12.00 13.3 -14.5 13.3 -17.0 Q N 40 12.00 13.0 -14.2 13.0 -16.5 a) +1 +'- -a 50 12.00 12.8 -14.0 12.8 -16.1 0 75 12.00 12.4 -13.6 12.4 -15.3 100 12.00 12.2 -13.4 12.2 -14.8 a� 200 12.00 11.5 -12.7 11.5 -13.6 500 12.00 10.7 -11.9 10.7 -11.9 Ex: 1st Flr Stud 36 12.00 13.1 -14.3 13.1 -16.7 Ex: Eave Nail 8 12.00 14.3 -15.5 14.3 -19.0 Component 50 12.00 12.8 -14.0 12.8 -16.1 Component 25 12.00 13.4 -14.6 13.4 -17.4 Footnotes: 7 (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2 Width of Zone 5 (end zones), V = 4.00 ft. 3 Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 1 Project McGourty Residence sheet Subject Wind Loads Client Design Works NW PageNo. oesi¢ner GMP Date 3/21/23 www.lundopsahl.com I Tel: 206.402.5156 Wind Loading Analysis - Roof Components & Cladding ASCE 7-76, Chapter 30 - Part 1 (Low -Rise Buildings) and Part 3 (Buildings with h > 60) Building and Site Information V 98 mph Bldg. Class. II Exp. Cat. B hr 12.00 ft he 14.00 ft Width 55.00 ft Length 55.00 ft Roof Type Monoslope K, 1.10 Kd 0.85 Ke 1.00 Enclosed? Y Resulting Parameters and Coefficients: 0 -2.08 deg h 14.00 ft Figure 30.3-2A applies. 0.2h I-- —� I � I I 0.6b I I I L — — — — — J I i L — — — PIAN [Fig. 26.5-1A-D] (Tab. 1.5-11 [Sec. 26.7] hr MUST BE > Plan (Sec. 26.8, Fig. 26.8-11 (Tab. 26.6-11 [Sec. 26.9, Tab. 26.9-7] [Sec. 26.2] 0 hr h he Width Elevation e 1:: h ELEVATION 11 MOMM ikMEN � 4"M i ! rybN43 .h* a tip j u .lb i 1U X W m zw eao;avo C+0 aN (iA 1+10 da fmAtluA !1 at) at. Itn;"dx 1451(Rt) Effective Wind Ana ft 2(m) Effective Wind Area, ft 2(m�) Notes I. Vertical scale denotes (GCp)to be used with qh. 2. Horizontal scale denotes effective wind area. in f12 (W). 3. Plus and minus signs signify pressures aping toward and away from the surfaces, respectively. 4. E xh component shall be designed far maximum posidve and negative pressures. 5. If a parapet equal to or higher than 3 ft (0.4 m) is provided around the perimeter of the roof with 6 5 7°, the negative values of (GCp) in Zone 3 shall be equal to those for Zone 2, and positive values of (GCp) in Zones 2 and 3 shall be set equal to those for wall Zones 4 and 5. respectively. in Fg. 30.3-1. 6. Values of (GCp) for roof overhangs include pressure contributions from both upper and lower surfaces. 7. If overhangs exist, the lesser horizontal dimension of the building shall not include any overhang dimension, but the edge distance. d, shall be measured from the outside edge of the overhang. Ae = 10 ft' Ae = 100 ft' Ae = 500 ft' +GCP 0.30 0.20 0.20 All Zones [30.3-2A] -GCP -0.90 -0.90 -0.55 Zone 1' [30.3-2A] -GCP -1.70 -1.29 -1.00 Zone 1 [30.3-2A] -GCP -2.30 -1.77 -1.40 Zone 2 [30.3-2A] -GCP N.A. N.A. N.A. Zone 2e [N.A.] -GCP N.A. N.A. N.A. Zone 2r [N.A.] -GCp N.A. N.A. N.A. Zone 2n [N.A.] -GCp -3.20 -2.14 -1.40 Zone 3 [30.3-2A] -GCP N.A. N.A. N.A. Zone 3r [N.A.] -GCP N.A. N.A. N.A. Zone 3e [N.A.] +(GCP) 0.18 [Tab.26.13-7] -(GCP) -0.18 [Tab. 26.13- 1] a 7.00 [Tab. 26. 11- 1] Zg 1200 ft [Tab.26.11-1] Kh 0.57 [Tab. 26. 10- 1] Ke 1.00 [Sec. 26.9, Tab. 26.9-7] qh 13.21 Psf [Eq.26.10-7] 11 Design Net External Wind Pressures (Sect. 30.3 & 30.5): (Sec. 30.3 and 30.51 Wind Load Tabulation for Roof Components & Cladding Ae z p = Net Design Pressures (psf) Component (ft) (ft) All Zones (+) Zone 1' (-) Zone 1 (-) Zone 2 O Zone 2e ( ) 10 12.00 6.3 -14.3 -24.8 -32.8 N.A. _ 20 12.00 5.9 -14.3 -23.2 -30.7 N.A. J_- 30 12.00 5.7 -14.3 -22.2 -29.4 N.A. 11 Q N 40 12.00 5.5 -14.3 -21.6 -28.6 N.A. Y '- Y -Q 50 12.00 5.4 -14.3 -21.0 -27.9 N.A. 75 12.00 5.2 -14.3 -20.1 -26.6 N.A. a 100 12.00 5.0 -14.3 -19.4 -25.8 N.A. c 200 12.00 5.0 -12.3 -17.8 -23.7 N.A. 0 500 12.00 5.0 -9.7 -15.6 -20.9 N.A. Ex: Ridge Beam 80 12.00 5.1 -14.3 -19.9 -26.4 N.A. Ex: Edge Nail 10 12.00 6.3 -14.3 -24.8 -32.8 N.A. Component 50 12.00 5.4 -14.3 -21.0 -27.9 N.A. Component 25 12.00 5.8 -14.3 -22.7 -30.0 N.A. Ae z p = Net Design Pressures (psf) Component (ft) (ft) Zone 2r () Zone 2n () Zone 3 (-) Zone 3r () Zone 3e ( ) 10 12.00 N.A. N.A. -44.7 N.A. N.A. 20 12.00 N.A. N.A. -40.4 N.A. N.A. 30 12.00 N.A. N.A. -38.0 N.A. N.A. ii Q N 40 12.00 N.A. N.A. -36.2 N.A. N.A. Y ��- 50 12.00 N.A. N.A. -34.9 N.A. N.A. 75 12.00 N.A. N.A. -32.4 N.A. N.A. a 100 12.00 N.A. N.A. -30.7 N.A. N.A. 200 12.00 N.A. N.A. -26.4 N.A. N.A. 500 12.00 N.A. N.A. -20.9 N.A. N.A. Ex: Ridge Beam 80 12.00 N.A. N.A. -32.0 N.A. N.A. Ex: Edge Nail 10 12.00 N.A. N.A. -44.7 N.A. N.A. Component 50 12.00 N.A. N.A. -34.9 N.A. N.A. Component 25 12.00 N.A. N.A. -39.1 N.A. N.A. Footnotes: 7 (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. Z 'a' = 5.50 A 3 Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 11 Design Net External Wind Pressures (Sect. 30.3 & 30.5): (Sec. 30.3 and 30.51 Wind Load Tabulation for Overhang Components & Cladding Ae z p = Net Design Pressures (psf) Component (ft) (ft) All Zones (+) Zone 1' (-) Zone 1 (-) Zone 2 O Zone 2e ( ) 10 12.00 6.3 -24.8 -24.8 -32.8 N.A. _ 20 12.00 5.9 -24.4 -24.4 -30.0 N.A. 30 12.00 5.7 -24.2 -24.2 -28.3 N.A. Q N 40 12.00 5.5 -24.0 -24.0 -27.1 N.A. 41 Y Y 50 12.00 5.4 -23.9 -23.9 -26.2 N.A. c 75 12.00 5.2 -23.7 -23.7 -24.6 N.A. a75100 12.00 5.0 -23.5 -23.5 -23.4 N.A. c 200 12.00 5.0 -20.1 -20.1 -20.6 N.A. 500 12.00 5.0 -15.6 -15.6 -16.9 N.A. Ex: Ridge Beam 80 12.00 5.1 -23.6 -23.6 -24.3 N.A. Ex: Edge Nail 10 12.00 6.3 -24.8 -24.8 -32.8 N.A. Component 50 12.00 5.4 -23.9 -23.9 -26.2 N.A. Component 25 12.00 5.8 -24.3 -24.3 -29.1 N.A. Ae z p = Net Design Pressures (psfl Component (ft) (ft) Zone 2r () Zone 2n () Zone 3 (-) Zone 3r () Zone 3e ( ) 10 12.00 N.A. N.A. -44.7 N.A. N.A. _ 20 12.00 N.A. N.A. -39.7 N.A. N.A. 30 12.00 N.A. N.A. -36.9 N.A. N.A. Q N 40 12.00 N.A. N.A. -34.8 N.A. N.A. Y �'- 50 12.00 N.A. N.A. -33.2 N.A. N.A. 75 12.00 N.A. N.A. -30.4 N.A. N.A. a 100 12.00 N.A. N.A. -28.3 N.A. N.A. c 200 12.00 N.A. N.A. -23.4 N.A. N.A. 500 12.00 N.A. N.A. -16.9 N.A. N.A. Ex: Ridge Beam 80 12.00 N.A. N.A. -29.9 N.A. N.A. Ex: Edge Nail 10 12.00 N.A. N.A. -44.7 N.A. N.A. Component 50 12.00 N.A. N.A. -33.2 N.A. N.A. Component 25 12.00 N.A. N.A. -38.2 N.A. N.A. Footnotes: 1 (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2 'a' = 5.50 ft. 3 Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 11 410# M 5# Z t N M M 0 3V" .o E > o 00 •� °� N z oa o � Ln c M }' O on Q N 4-J N .N V) H z >. LLJ 0 �o Z)o —z0ao z 0 U)� TWO >a 00 o Qm ~�Q�o (' Cn z LLI M z LLJO��0 � -J ILQw G. C. ESTIMATE SET No. Revision/Issue Date TITLE MAIN FLOOR PLAN Project # McGourty021 Date March 3, 2022 DESIGNER C. K. Smith Sheet A - 1 . 1 Cs = 0.158 NOTE: SEE "ARCHITECTURA SHEET A-00.2 SEE "SYMBOL LEGEN (TYP) (TYP) G (E F w WEST (FRONT) ELEVATION EXISTING GRADE (EXIST & FINISH) FC p = 17.97 psf V = 377 ft2 * 17.97 psf V = 6.77 kips E Seismic 377.41 sf 0 co SCALE: 1 /4" = 1'-0" controls �1) DEMO (E) WINDOW AND INFILL I I EXTERIOR WALL AS REQUIRED & INSTALL NEW WINDOW AT (E) HEADER NORTH ELEVATION SCALE: 1 /4" = 1'-0" ADDITION 12'-8" NEW EMERGENCY EGRESS WINDOW 43 (E) MAIN FIN FLR ELEV (E) MAIN FIN FLR ELEV Project McGourty Residence Sheet Subiett Seismic Wood Shear Wall Design Pace No. UNDClient DesignWorksNW Proiett No. SAHL Designer GMP Date www.lundopsahl.com I Tel: 206.402.5156 SEISMIC WOOD SHEAR WALL DESIGN Wall ID: New 9' Shear Wall at West INPUTS Level Lwall 9.0 ft V, 420 I b Story Force, lbs [Input ASD Load] H 1 9.0 ft DL 1053.0 Ibs [Input dead load (trib load and total wall weight)] Aspect Ratio 1.00 Aspect Reduction 1 0.6*Mpg 2527.2lb-ft M 3780 lb-ft Deflection Amplification Seismic Importance Factor (.d 4.0 le 1.0 Level 1 Panel Type Unit shear 47 plf Plywood Shear wall nailing: SW6 Capacity = 310 plf Nailing Override SW6 DCR = 15% Strap Hold Down Force 157 Ibs ❑ Strap: CS22 Capacity = 845 lb Strap Override CS22 DCR = 19% Compression force 999 Ibs 0 Holdown: HDU2 Capacity = 3,075 lb Holdown Override: HDU2 DCR = 5% 81e (cumulative story deflectiol 0.19 in Compression Post 2x4 Capacity = 10,313 lb Post Override (2)2x6 DCR = 10% Amplified Deflection, 81 0.78 in Hallow = 2.16 in Story Drift Status: OK CALCULATIONS Level 1 Deflection Calculations: Fb Ft Fv FCpefp Fc E Emin DFL#1 1000 800 180 625 1400 1600000 580000 E 1,600,000 psi Fc* 2240 psi A 16.50 in2 FCE 1236.45 psi Ga 14 kips/in I/d 19.6364 4a 0.004 in 0.96999 Shrinkage 0.142 in Cp 0.46909 fcpefp 61 psi Fc 13523.4 Ibs 4crushing 0.004 in Fc perp 10312.5 Ibs Ssw 0.195 in Project McGourty Residence Sheet Subject Seismic Wood Shear Wall Design Page No. kSAHL NDClient DesignWorksNW roject No. Designer GMP Date www.lundopsahl.com I Tel: 206.402.5156 SEISMIC WOOD SHEAR WALL DESIGN Wall ID: New wall at middle of addition INPUTS Level Lwall 6.0 ft <--Design one 6' wall for HALF of total load, assume walls share load equally V, 1090.25 lb Story Force, lbs [Input ASD Load] H, 9.0 ft DL 540.0 Ibs [Input dead load (trib load and total wall weight)] Aspect Ratio 1.50 Aspect Reduction 1 0.6*Mpl 810 lb-ft M 9812.25lb-ft Deflection Amplification Seismic Importance Factor Ld 4.0 le l .0 Level 1 Panel Type Unit shear 182 plf Plywood Shear wall nailing: SW6 Capacity = 460 plf Nailing Override SW4 DCR = 40% Strap Hold Down Force 1800 Ibs ❑ Strap: CS14 Capacity = 2,490 lb Strap Override CS14 DCR = 72% Compression force 2232 Ibs 0 Holdown: HDU2 Capacity = 3,075 lb Holdown Override: HDU5 DCR = 59% Ste (cumulative story deflectio 0.42 in Compression Post (2)2x4 Capacity = 15,469 lb Post Override (3)2x6 DCR = 14% Amplified Deflection, 81 1.68 in AauoW = 2.16 in Story Drift Status: OK CALCULATIONS Level 1 Deflection Calculations: Fb Ft Fv Fcpefp Fc E Emin DFL#1 1000 800 180 625 1400 1600000 580000 E 1,600,000 psi Fc* 2240 psi A 24.75 in2 FCE 1236.45 psi Ga 17 kips/in 1/d 19.6364 Aa 0.037 in 0.96999 Shrinkage 0.142 in Cp 0.46909 fcpefp 90 psi Fc 20285.1 Ibs Acrushing 0.006 in Fc perp 15468.8 Ibs 6sw 0.420 in FOUNDATION 1215 Fourth Avenue, Suite 1200 1 Seattle, Washington 98161 ' 206-402-5156 1 www.lundopsahl.com Project Mckiryir ty QCS;aeruL Sheet V/ Subject Gyrny,* j Sr+cvv�- — S'F (L 1 P FOOT. ME? UND Client Page No. 031AHL Designer M • G Date /Z p IZZ www.lundopsahl.com I Tel:206.402.5156 Loc,dS pL = 20 Ps-' SL = 25 PSG' LL�i_.r _'o Ps-' As FYt7�'✓t 12.pry� 5L = 1 5Y ✓< Frr�,an FlocN ,iw�A ; 6�fea Load D1. = 20 P-, L13/2) = 130 16/C•E LL— ilU Rp Li3/2240 (b(F{ WO,\k Wt ( PISSL*-. to PSF) 1�L 10PSaCi) =90 16/Ft L? SSE eNE.P—CaL-C Foe poo-rnvc, cue Project Title: Engineer: Project ID: Project Descr: Wall Footing Project File: Gravity Checks.ec6 LIC# : KW-06017879, Build:20.22.10.25 LUND OPSAHL LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Strip Footing (WEST SIDE) Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (P Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth — ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 2.50 ft Footing Thickness = 6.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 18.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in a° z xF x i w #4bars@18 in �. 3.. 2'=6" X-X Section Looking to +Z Applied Loads P : Column Load = OB : Overburden = V-x = M-zz = Vx applied = D Lr L S W E H 1.520 in above top of footing 0.260 1.540 k ksf k k-ft Project Title: Engineer: Project ID: Project Descr: Wall Footing Project File: Gravity Checks.ec6 DESCRIPTION: Strip Footing (WEST SIDE) DESIGN SUMMARY - . • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8643 Soil Bearing 1.297 ksf 1.50 ksf +D+S PASS 0.4525 Z Flexure (+X) 0.7790 k-ft 1.722 k-ft +1.20D+0.50L+1.60S PASS 0.1495 Z Flexure (-X) 0.2573 k-ft 1.722 k-ft +0.90D PASS 0.4075 1-way Shear (+X) 33.479 psi 82.158 psi +1.20D+0.50L+1.60S PASS 0.4075 1-way Shear (-X) 33.479 psi 82.158 psi +1.20D+0.50L+1.60S Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 1.50 ksf 0.0 in 0.6805 ksf 0.6805 ksf 0.454 +D+L 1.50 ksf 0.0 in 0.7845 ksf 0.7845 ksf 0.523 +D+S 1.50 ksf 0.0 in 1.297 ksf 1.297 ksf 0.864 +D+0.750L 1.50 ksf 0.0 in 0.7585 ksf 0.7585 ksf 0.506 +D+0.750L+0.750S 1.50 ksf 0.0 in 1.221 ksf 1.221 ksf 0.814 +0.60D 1.50 ksf 0.0 in 0.4083 ksf 0.4083 ksf 0.272 Overturning Stability Units : k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? in^2 in^2 inA2 k-ft Status , +1.40D 0.4003 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.40D 0.4003 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.20D+1.60L 0.413 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.20D+1.60L 0.413 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+1.60L+0.50S 0.5424 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+1.60L+0.50S 0.5424 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.20D+0.50L 0.3649 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L 0.3649 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.20D 0.3431 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D 0.3431 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L+1.60S 0.779 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L+1.60S 0.779 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.20D+1.60S 0.7572 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK , +1.20D+1.60S 0.7572 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L+0.50S 0.4943 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L+0.50S 0.4943 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L+0.70S 0.5461 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +1.20D+0.50L+0.70S 0.5461 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +0.90D 0.2573 -X Bottom 0.1296 Min Temp % 0.1333 1.722 OK +0.90D 0.2573 +X Bottom 0.1296 Min Temp % 0.1333 1.722 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 17.202 psi 17.202 psi 17.202 psi 82.158 psi 0.2094 OK +1.20D+1.60L 17.749 psi 17.749 psi 17.749 psi 82.158 psi 0.216 OK +1.20D+1.60L+0.50S 23.31 psi 23.31 psi 23.31 psi 82.158 psi 0.2837 OK Project Title: Engineer: Project ID: Project Descr: Wall Footing LUND OPSAHL LLC DESCRIPTION: Strip Footing (WEST SIDE) One Way Shear Project File: Gravity Checks.ec6 Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.20D+0.50L 15.683 psi 15.683 psi 15.683 psi 82.158 psi 0.1909 OK +1.20D 14.744 psi 14.744 psi 14.744 psi 82.158 psi 0.1795 OK +1.20D+0.50L+1.60S 33.479 psi 33.479 psi 33.479 psi 82.158 psi 0.4075 OK +1.20D+1.60S 32.54 psi 32.54 psi 32.54 psi 82.158 psi 0.3961 OK +1.20D+0.50L+0.50S 21.244 psi 21.244 psi 21.244 psi 82.158 psi 0.2586 OK +1.20D+0.50L+0.70S 23.469 psi 23.469 psi 23.469 psi 82.158 psi 0.2857 OK +0.90D 11.058 psi 11.058 psi 11.058 psi 82.158 psi 0.1346 OK