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REVIEWED BLD2022-1495+Calculations+10.31.2022_12.02.07_PM+3194071� RECEIVED PROJECT NAME: Stehr.xlsm NUMBER: 22.00324 BE•ILER Nov 02 2022 BLD2022-1495 DATE: 10/26/2022 DESIGNED BY: JEB CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Structural Calculations for Vertical and Lateral Design Project & Location: 11 Structural Calculations for REVIEWED Stehr Residence BY 18501 79th PI W CITY O EDMONDS Edmonds, WA 98026 City of Edmonds Client: Jeff Curtis (Evergreen Home Exteriors) 11507 Steele St. S Tacoma, WA 98444 Structural Engineer: Beyler Consulting, LLC 5920 100th St SW, Suite 25 Lakewood, WA 98499 Jordan Henke, SE jhenke@beylerconsulting.com Project Number: 22.00324 SIGNED 10/26/2022 Code: 2018 IBC Loads: I. Vertical Loads: Roof (Snow): 25 PSF Floor (Live): 40 PSF II. Lateral Loads: Wind: Exposure: B Speed: 100 mph K,t: 1.00 Seismic: Site Class: D SDC: D Seismic Spectral Response: SDS: 1.043 SDl: 0.565 Va: 0.115 (ASD) 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 bL-yt r€Onsu'[IMe�.€om PIM 1�r.,lgn. ,&94h. Page 1 of 22 BEYL ER Lateral Design Overview Number of Stories: 1 Average Eave Depth: 2 in Floor Datum Elevation Framing Depth Project Overview PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Code: 20181BC Story Wind Shear Wind Shear Seismic Shear Seismic Shear Story Label Height (Transverse, (Longitudinal, (Transverse, (Longitudinal, Unfactored) Unfactored) Unfactored) Unfactored) Roof Ridge 9.0 ft Roof Plate 9.0 ft Roof 9.0 ft 0.0 k 1 0.0 ft 12.0 in 1st Floor 0.0 ft - Grade 0.0 ft = 0.0 k Design Loads Dead Live Live Roof Snow Roof 14 psf 20 psf 25 psf Floor 12 psf 40 psf Deck 10 psf 60 psf Walls 12 psf Seismic Parameters Risk Category: I or II Site Class: D Default (IBC 1613.3.2, ASCE Table 20.3-1) Sesimic Design Category: D Apply Exceptions for 1-2 Family YES (Reference ASCE 7 Section 12.10.1.1) Dwellings of Light Frame Construction: SS= 1.304 S, = 0.461 SDs = 1.043 SD1= 0.565 Lateral Force Resisting System: Wood Shear Walls (ASCE 7 Table 12.2-1) R = 6.5 (ASCE 7 Table 12.2-1) IE = 1.00 (ASCE Table 1.5-2) Overstrength Factor, 00= 1.50 (ASCE 7 Table 12.2-1, reference endnote 2) Deflection Amplification Factor, CD= 4.00 (ASCE 7 Table 12.2-1) CS =SDS /(R/IE) = 0.160 (ASCE Eg 12.8-2) 0.160 W (Ultimate Strength) V = CS * W = Va = CS/1.4 * W = 0.115 W (Allowable Stress) 0.0 k 0.6 k 0.6 k 0.0 k 0.6 k 0.6 k 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 .. , ierco n �Uffing. rom >?urn. no�gn Kkni ge. Page 2 of 22 BEYL ER Wind Parameters Basic Wind Speed, V= 100 mph Mean Roof Height, h= 9.0 ft Parapet Height above roof, p= 0.0 Exposure Category: B Kn = (1 + K, KZ K3)2 = 1.00 Kd = 0.85 Ground Elevation: 342 ft Building Width: 13.2 ft Building Length: 20.0 ft Roof Type: Monoslope Roof Slope (0): 9.46° Rise: 2 in Run: 12 in Snow Loads Project Overview (Ref ASCE 7 Section 26.5, Figs 26.5-2A Through 26.5-2D) (As defined in ASCE 7 section 26.2) (ASCE 7 Section 26.7) (ASCE 7-16 Eq. 26.8-1) Section 26.8.2 (ASCE 7-16 Table 26-1) Section 26.6 Section 26.9 Use Code Calculated or Regionally Uniform Distributed Snow Specified Uniform SO Load Specified Uniform Roof Snow Load: 25 psf Specifications Carpentry Concrete Foundation Design PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Member Species Grade 6x Beams & Headers Hem Fir #2 2x4 & 4x Joists, Purlins & Headers Hem Fir #2 6x Posts & Columns Hem Fir #2 2X Studs Hem Fir #2 4x Columns Hem Fir Stud Sill Plate Hem Fir Stud Item Specified Pc Design fc Foundation 3000 psi 2500 psi Slab -on -Grade 3000 psi 2500 psi SBPALLow = 1500 psf Coefficient of Friction, µ = 0.25 Allowable Lateral Bearing Pressure = 150 pcf 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 --,IerCUM4uUfflng.aWn Page 3 of 22 >?urn. [1o�gn Manbga. g PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 BEYLER Project Overview Structural Irregularities Horizontal Structural Irregularities (ASCE 7 - Table 12.3-1) Reference Sesimic Design Applicable? Type Description Category Section Application 12.3.3.3 D,E,and F 12.7.3 B,C,D,E,and F N/A 1a Torsional Irregularity 12.8.4.3 C, D, E, and F 12.12.1 C,D,E,and F Table 12.6-1 D, E, and F 16.3.4 B,C,D,E,and F 12.3.3.1 E and F 12.3.3.4 D 12.3.4.2 D N/A 1b Extreme Torsional Irregularity 12.7.3 B, C, and D 12.8.4.3 C and D 12.12.1 C and D Table 12.6-1 D 16.3.4 B,C,and D N/A 2 Reentrant Corner Irregularity 12.3.3.4 D, E, and F Table 12.6-1 D, E, and F 12.3.3.4 D, E, and F N/A 3 Diaphragm Discontinuity Irregularity Table 12.6-1 D, E, and F 12.3.3.3 B,C,D,E,andF 12.3.3.4 D,E,and F N/A 4 Out -of -Plane Offset Irregularity 12.7.3 B, C, D, E, and F Table 12.6-1 D, E, and F 16.3.4 B,C,D,E,and F 12.5.3 C,D,E,and F N/A 5 Nonparallel System Irregularity 12.7.3 B, C, D, E, and F Table 12.6-1 D, E, and F 16.3.4 B,C,D,E,and F Vertical Structural Irregularities (ASCE 7 - Table 12.3-2) Reference Sesimic Design Applicable? Type Description Category Section Application N/A 1a Stiffness - Soft Story Irregularity Table 12.6-1 D, E, and F N/A 1b Stiffness - Extreme Soft Story Irregularity 12.3.3.1 E and F Table 12.6-1 D,E, and F N/A 2 Weight (Mass) Irregularity Table 12.6-1 D, E, and F N/A 3 Vertical Geometric Irregularity Table 12.6-1 D, E, and F In -Plane Discontinuity in Vertical Lateral 12.3.3.3 B,C,D,E, and F N/A 4 Force Resisting Element Irregularity 12.3.3.4 D, E, and F Table 12.6-1 D, E, and F Discontinuity in Lateral Strength - Weak 12.3.3.1 E and F N/A 5a Story Irregularity Table 12.6-1 D, E, and F Discontinuity in Lateral Strength - Extreme 12.3.3.1 D, E, and F N/A 5b Weak Story Irregularity 12.3.3.2 B and C Table 12.6-1 D, E, and F DATE:10/26/2022 DESIGNED BY: JEB 20181BC 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 ..,ierc�n�uGi�ng.rom :PtWCj, p6pn oh Page 4 of 22 M BEYLER Design Loads Roof Gravity Load PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Lateral Mass Comp Shingles 3.0 PSF 3.0 PSF #30 Felt 0.2 PSF 0.2 PSF APA Rated Plywood/OSB 1.7 PSF 1.7 PSF PE Trusses @ 24"o.c. 3.5 PSF 3.5 PSF Insulation 0.0 PSF 0.0 PSF Layer of 5/8" Gypsum Board 2.8 PSF 2.8 PSF Mechanical & Electrical 1.0 PSF 1.0 PSF Miscellaneous 1.3 PSF 1.3 PSF Snow Load (20% if over 30 PSF) 0.0 PSF Eave Adjustment 0.6 PSF DL Live Live Roof Snow Mass Total = 13.5 PSF 0.0 PSF 20.0 PSF 25.0 PSF 14.1 PSF Deck Gravity Load Lateral Mass 2x Joists 2.6 PSF 2.6 PSF Beams 1.0 PSF 1.0 PSF Decking 4.2 PSF 4.2 PSF Miscellaneous 2.2 PSF 2.2 PSF DL Live Live Roof Snow Mass Total = 10.0 PSF 60.0 PSF 0.0 PSF 25.0 PSF 10.0 PSF 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 beyleemnsulting. €a=n Nam nd ,_ IW&MV0. Page 5 of 22 al BEYLER F F I TEM TE) TE) BM-3 t; it II BM-1 MAX P2 Pi 20` PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB f J4 L, 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 trey lerconsuluny_oam Km rkx - MamgsQ Page 6 of 22 S BEYLE R Beam Mark: BM1 Design: (1) 6 X 12 Hem Fir#2 Bending D/C = 0.77 <1.00 THUS OK Shear D/C = 0.34 <1.00 THUS OK Deflection (D+L) = 0.07 in 1/1457 < 1/240 Thus OK Deflection (L) = 0.06 in V1685 < 1/360 Thus OK PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Beam BM1 Design 8.33 ft Dismbuted Loed End HGR - Not Applicable Distributed! Load Start Pont Loatl Location Px 1 �jWx (1) 6 X 12 Hem Fir #2 } 1 I Left Side Connection Type: Post Right Side Connection Type: Post Quantity: 1 size: Type: Sawn b (in)= 5.5 v RL Ra Species: Hem Fir d (in)= 11.5 1 d/b=2.09 D 274 Ibs D 274 Ibs Grade: #2 L 1646 Ibs L 1646 Ibs Fully Braced? YES Abs: Beading x-xa.is Lr 0 Ibs Lr 0 Ibs Incising? YES ry Deflection Criteria: Floor S 686 Ibs S 686 Ibs Repetitive? NO LLA-W= 11360 W 0 Ibs W 0 Ibs Wet Service? YES TLA-W = 1/240 E 0 Ibs E 0 Ibs Distributed Loads Check Wx Use Trib Width or Tributary? Wall Ht. Trib Load Source Start End D L Lr S W` E" D L Lr S W` E" OK W1= NO Manual Entry 0.00 ft 8.33 ft OK W2= NO Manual Entry 0.00 ft 8.33 ft OK Wa= YES 6.59It Deck 0.00 ft 8.33 ft 10 psf 60 psf 0 psf 25 psf 0 psf 0 psf 66 pIf 395 pIf 0 pN 165 pIf 0 pIf 0 pN OK W4= NO 0.00 ft 8.33 ft 0 pIf 0 pIf 0 pIf 0 pIf 0 pN 0 pN OK Ws= NO - 0.00 ft 8.33 ft 0 pIf 0 pIf 0 pN 0 pN 1 0 pIf 0 pIf Point Loads check Load Source Px Location D L Lr S W* E` OK Manual Entry P,= 0.00 OK Manual Entry P2= 0.00 OK Manual Entry Pa= 0.00 OK - P4= 0.00 0 Ibs 0 Ibs 0lbs 0 Ibs 0 Ibs 0lbs OK - Ps= 0.00 0lbs 0lbs O lbs 0lbs 0 Ibs 0lbs OK Ps= 0.00 0lbs 0lbs 0lbs 0lbs 0 Ibs 0lbs Bracing Parameters ID (in) = 100 in 1e (in) = 197 in Table 3.3.3 conservative Rb= 8.66 :tW (eq. 3.5-5) Emin' = 402 KSI D-4 COVE = 0.25 Table F1 Fb+= 543 PSI Fbe= 17586 Fbe=1.2"Emin'/Rb-2 Fbe/Fb+= 32.4 CL = 1.0000 [Eq. 3.3-6) Shear Envelope Vm = 2023 Ids (Eq 16-9)D+L f v= 47.97 PSI 1.5V/A Fv = 140 PSI = (FV"CD"CM.Ct.Cd Shear D/C - 34 % O.K. Bending Envelope Mmax= 4212 lb-ft (Eq 16-9)D+L fb= 417 PSI =M/S Fti = 543 PSI = (Fb`"Cr"CL) Bending D/C = 77 % O.K. 5000 Moment (M) Vr 4000 a 3000 2000 000 0 1 2 3 d 5 6 ] 8 000 ft Deflection (A) 0.0100 Y 0.0000 °r-0.0100 L Cl 0.0200 � 0.0300 Q 0.0400 0.0500 0.0600 -0.0700 -0.0800 ft Design Parameters OF= 1.00 C t = 1.00 (Temperature) Cr= 1.00 CM(FV)= 1 Cru = 1.00 N/A CM (Fb) = 1.00 C i (Fb)= 0.80 Section 4.3 CM (E) = 1.00 C 1(E)= 0.95 Section 4.3 CD(FV)= 1.00 (Eq 16-9)D+L Cf= 1.00 (Form) CD(Fb)= 1.00 (Eq 16-9)D+L Deflection Envelope MATERIAL PROPERTIES DL (in) -0.01 in D Fb = 675 PSI LL (in) -0.06 in .75 (L + S) Fv = 140 PSI Live Deflection: V1685 E = 1100 KSI 4L 21 % O.K. E' = 1100 KSI E' =(E*CM'C,' C;) TL(in) -0.07 in (Eq 16-11)D+0.75(L+S)(Eq 16-13) D + 0.75(W + L + S)(Eq 16-13) D + 0.75(E TL Deflection: V1457 rn 16% O.K. MEMBER GEOMETRY Include W, E YES A (in) = 63.25 Sx (in3) = 121.23 IX (in°) = 697.07 Shear (V) 2500 z000 1500 J 1000 500 0 �- -500 -1000 1500 2000 2500 ft -(Eq 16-8) D (Eq 16-10)D+S -(Eq 16-12)D+W (Eq 16-13) D + 0.75(E + L + Lr) (Eq 16-14)0.613+W -(Eq 16-9) D+ L -(Eq 16-11) D + 0.75(L + Lr) -(Eq 16-12)D+E (Eq 16-13) D + 0.75(E + L + Lr) (Eq 16-15)0.613+E (Eq 16-10) D+ Lr -(Eq 16-11) D + 0.75(L + S) (Eq 16-13) D + 0.75(W + L + Lr) (Eq 16-13) D + 0.75(E+ L + S) 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 oeylerlizvil r1ii Uaejgl. V_Al'„161.11' Page 7 of 22 S BEYLE R Beam Mark: BM2 Design: (1) 2 X 12 Hem Fir#2 Bending D/C = 0.69 <1.00 THUS OK Shear D/C = 0.51 <1.00 THUS OK Deflection (D+L) = 0.04 in V1859 < 1/240 Thus OK Deflection (L) = 0.03 in V2151 < 1/360 Thus OK PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Beam BM2 Design 6.00 ft Dieldbuted Load End Hanger: Distributed Load start Hanger Type: Face Mount PartLaadLacation Hanger: LUS210 Px 1 � jWx Hanger DCR: 0.68 (1) 2 X 12 Hem Fir #2, 1 1 Left Side Connection Type: Hanger Right Side Connection Type: Bearing Quantity: 1 Slze: Type: Sawn b (in)= 1.5 v RL Ra Species: Hem Fir d (in) = 11.25 I d - 6b NG D 113 Ibs D 113 Ibs Grade: #2rv L 675 Ibs L 675 Ibs Fully Braced? YES Abs: sending x-xa.ia Lr 0 Ibs Lr 0 Ibs Incising? YES Deflection Criteria: Floor 8 281 Ibs 8 281 Ibs Repetitive? NO LLA-W= 11360 W 0 Ibs W 0 Ibs Wet Service? YES TLA-W = 1/240 E 0 Ibs E 0 Ibs Distributed Loads Check Wx Use Trib Width or Tributary? Wall Ht. Trib Load Source Start End D L Lr S W` E" D L Lr S W" E" OK W1= NO Manual Entry 0.00 ft 6.00 ft OK W2= NO Manual Entry 0.00 ft 6.00 ft OK W3= YES 3.75 It Deck 0.00 ft 6.00 ft 10 psf 60 psf 0 psf 25 psf 0 psf 0 psf 38 plf 225 plf 0 pN 94 pN 0 plf 0 pN OK W4= NO - 0.00 ft 6.00 ft 0 pit 0 pIf 0 plf 0 plf 0 pN 0 pN OK W5= NO - 0.00 ft 6.00 ft 0 pIf 0 plf 0 pN 0 pN 1 0 plf 0 pIf Point Loads check Load Source Px Location D L Lr S W* E` OK Manual Entry P,= 0.00 OK Manual Entry P2= 0.00 OK Manual Entry P2= 0.00 OK - P4= 0.00 0 Ibs 0 Ibs 0lbs 0 Ibs 0 Ibs 0lbs OK - Ps= 0.11 0Ibs 0lbs 0lb, 0lbs 0 Ibs 0lbs OK Ps= 0.00 0lbs 0lbs 0lbs 0lbs 0 Ibs 0lbs Bracing Parameters 1. (in) = 72 in 1e (in) = 148 in Table 3.3.3 conservative Rb= 27.23 :tW (eq. 3.5-5) Emin' = 427 KSI D-4 COVE = 0.25 Table F1 Fb+= 680 PSI Fbe= 1893 Fbe=1.2"Emin'/Rb-2 Fbe/Fb+ = 2.8 CL = 1.0000 [Eq. 3.3-6) Shear Envelope Umax = 830 Ibs (Eq 16-9) D+L f v= 73.75 PSI 1.5V/A Fv = 146 PSI = (Fv"CD"CM.Ct.Cd Shear D/C = 51% O.K. Bending Envelope Mmax= 1245 lb-ft (Eq 16-9)D+L f b = 472 PSI = M/S Fti = 680 PSI = (Fb`"Cr"CL) Bending D/C = 69% O.K. 1400 Moment (M) 1200 Pr y 1000 800 600 400 2000 - 0 2 4 5 5 7 Deflection (0) 0.0000 W 0.0050 t 0.0100 C-0.0150 --0.0200 Q-0.0210 0.0300 -o.oaso o.oaoo -0.0a50 ft Design Parameters OF= 1.00 C c = 1.00 (Temperature) Cr= 1.00 CM(FV)= 0.97 Cru = 1.00 N/A CM (Fb) = 1.00 C i (Fb)= 0.80 Section 4.3 CM (E) = 0.90 C 1(E)= 0.95 Section 4.3 CD (Fv) = 1.00 (Eq 16-9) D + L Cf= 1.00 (Form) CD(Fb)= 1.00 (Eq 16-9)D+L Deflection Envelope MATERIAL PROPERTIES DL (in) -0.01 in D Fb = 850 PSI LL (in) -0.03 in .75 (L + S) Fv = 150 PSI Live Deflection: V2151 E = 1300 KSI rLL 17% O.K. E' = 1170 KSI E' =(E'CM'C,' C;) TL(in) -0.04 in (Eq 16-11)D+0.75(L+S)(Eq 16-13) D + 0.75(W + L + S)(Eq 16-13) D + 0.75(E TL Deflection: V1859 rn 13% O.K. MEMBER GEOMETRY Include W, E YES A (in) = 16.875 Sx (in3) = 31.64 IX (Ill) = 177.98 loon Shear (V) 777 a sou J 0 1 2 3 _.__ 4 1000 ft -(Eq 16-8) D -(Eq 16-9) D+ L (Eq 16-10) D+ Lr (Eq 16.10)D*S -(Eq 16.11) D + 0.75(L + Lr) -(Eq 16-11) D + 0.75(L + S) -(Eq 16-12)D+W -(Eq 16-12)D+E (Eq 16-13) D + 0.75(W + L + Lr) (Eq 16-13) D + 0.75(E + L + Lr) (Eq 16-13) D + 0.75(E + L + Lr) (Eq 16-13) D + 0.75(E+ L + S) (Eq 16-14)0.613+W (Eq 16-15)0.613+E 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 oeylerlizo+t.- rill Giaejgl. V_Al'..161.11' Page 8 of 22 W BELER Post: P1 (BM7) Post Design: (1) 6x6 Axial D/C = 33.0 Bearing D/C = 18.5 Bending D/C = 5.1 Combined D/C = 14.0 Shear D/C = 0.7 Deflection (Total) = 0.00 in Quantity: 1 Stud Size: UIS b = 5.50 in d = 5.50 in POST: P1 (BM7) Foundation: D24 Post Loads PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Beam Reactions Species: Hem Fir Grade: M2 Bending Axis: Bending X-X a� In Plane Bracing: Full Bracing, Ye Design Foundation? YES Incising: lndi ed, Yes Foundation: D24 Repetitive Use: Repetive, No Allowable Capacity: 4712 Ibs Wet Service? wet use, No DCR = 85.8 Bearing wall Fire rated ? No Fire Retardant FirePRO? No Deflection: (o.7) x w or E 10.7 if components and cladding wind force is used Post Fb (psi) = 850 F� (psi) = 150 F. (psi) = 1300 Fc. (psi) = 405 E (psi) = 1.30E+06 Ervin (psi) = 4.70E+05 LATERAL LOADS W W = 0.0 psf E = 0.0 psf Cr = 1 L. (in) = 48 C = 0.8 (Sawn Lumber) Ke = 1 (Appendix G) Cb = 1.00 (Bearing Area Factor) e (IN) = 0.5 SECTION PROPERTIES A = 30.3 in2 S = 27.7 in^3 I = 76.3 in^4 PDL PLL Per Psi Total Point Load on Post: 549 Ibs 3291 Ibs 0 Ibs 1371 Ibs 1.OD + 1.OL, PTOT = 3840 Ibs 1.OD+1.0[Lr or SI, PTOT = 1920 Ibs 1.OD+0.75L + 0.75[Lr or SI, PTOT = 4045 Ibs PTOT 1 9.00 ft 3 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 t�cyrlerl;on, ptwl� pcmie:, Warr qr! Page 9 of 22 W BEYLER Post Design: (1) 6x6 LOAD CASE: L. (ft) = Vapplied (#) = Mapplied (ft-#) = Papplied M = CD= Bendinc Fb* (psi)= CL= Fb (psi)= Axia Le/d = F,* (psi)= CP= F'c (psi)= Vallow (#) " Mallow (ft - #) Pallow (#) " (f./Fj +fd(Fb(1-(f./F.E) = (fdF.E) +( fb/Fbd . P.^allow on PL Deflection L/ 240 Shear ChecL Vapplied/Vallov MOMENT N Mapplied/Maloov AXIAL F Papplied/Pallov (fdFo')2 + fd(Fb(1-(fdF.E (fdFo')2 + fd(Fb(1-(fdF.E &/FcE) +( fdFbE) (fdFoE) +( fdFbE) AXIAL P. on PL Pc"applied/Pc-allov DEFLECTION Dactual/Dallo- Overall ChecL Post: P1 (BM7) POST: P1 (BM7) Foundation: D24 (Eq.16-9) (Eq.16-10) (Eq.16-11) (Eq.16-12) (Eq.16-13) DL + LL DL + SL DL+0.75(LL+SL DL + W or E DL+0.75(LL+SL +WorE 9.00 ft 9.00 ft 9.00 ft 9.00 ft 9.00 ft 18 9 19 3 19 80 40 84 11 84 3840 1920 4045 549 4045 1 1.15 1.15 1.6 1.6 FbE (psi)= 238422 CbF = 1 680 782 782 1088 1088 1 1 1 1 1 680 782 782 1088 1088 FoE = 952 CcF = 1 19.6 19.6 19.6 19.6 19.6 1040 1196 1196 1664 1664 0.66 0.61 0.61 0.48 0.48 686 727 727 802 802 2420 2783 2783 3872 3872 1571 1807 1807 2514 2514 20751 21984 21984 24273 24273 0.09 0.03 0.09 0.01 0.07 0.13 0.07 0.14 0.02 0.14 12251 12251 12251 12251 12251 NA NA NA 0 0 0.00 0.00 0.00 0.00 0.00 OK OK OK OK OK 1% 0% 1% 0% 0% OK OK OK OK OK 5% 2% 5% 0% 3% OK OK OK OK OK 19% 9% 18% 2% 17% OK OK OK OK OK 9% 3% 9% 1% 7% OK OK OK OK OK 13% 7% 14% 2% 14% OK OK OK OK OK 31% 16% 33% 4% 33% OK OK OK OK OK 0% 0% 0% 0% 0% OK OK OK OK OK 'Table 4A, 4B, 4D Bending) (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) 'Table 4a Compression) (3.7.1.4) <50 (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) ✓xllox=A*Fv*CD/1.5 'Aallav = S*Fb*CD*CF'CL*Cr 1a11ax=A*Fc*CD*CF*CP Eq 3.9-3) Eq 3.9-4) 'c^allax =A * Fo * Cb _/(I * E / 15 * L *M,ppl y) Table 1604.3(f) PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 t�cyrlercon, ptwl� pcmie:, Waragr! Page 10 of 22 W BEYLER Post: P2 Post Design: (1) 6x6 Axial D/C = 22.8 Bearing D/C = 8.5 Bending D/C = 3.5 Combined D/C = 4.3 Shear D/C = 2.3 Deflection (Total) = 0.00 in Quantity: 1 Stud Size: UIS b = 5.50 in d = 5.50 in POST: P2 Foundation: D20 Post Loads PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Source Tributary D L Lr S PDL PLL P_, Ps, Manual Entry Deck 38.0 ft2 10 psf 60 psf 0 psf 25 psf 380 Ibs 2277 Ibs 0 Ibs 949 Ibs Beam Reactions Species: Hem Fir Grade: M2 Bending Axis: Bending X-X a� In Plane Bracing: Full Bracing, Ye Design Foundation? YES Incising: Incised, Yes Foundation: D20 Repetitive Use: Repetive, No Allowable Capacity: 3272 Ibs Wet Service? We use, No w DCR = 85.5 Bearing wall Fire rated ? No Fire Retardant FirePRO? No Deflection: (0.7) x w or E I V 10.7 if components and cladding wind force is used Post Fb (psi) = 850 F� (psi) = 150 F. (psi) = 1300 Fc. (psi) = 405 E (psi) = 1.30E+06 Ervin (psi) = 4.70E+05 LATERAL LOADS W W = 0.0 psf E = 0.0 psf Cr = 1 L. (in) = 48 C = 0.8 (Sawn Lumber) Ke = 1 (Appendix G) Cb = 1.00 (Bearing Area Factor) e (IN) = 0.5 SECTION PROPERTIES A = 30.3 in2 S = 27.7 in^3 I = 76.3 in^4 PDL PLL Per PsL Total Point Load on Post: 380 Ibs 2277 Ibs 0 Ibs 949 Ibs 1.OD + 1.OL, PTOT = 2657 Ibs 1.OD+1.0[Lr or SI, PTOT = 1328 Ibs 1.OD+0.75L + 0.75[Lr or SI, PTOT = 2799 Ibs PTOT 1 2.00 ft 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 t�cyrlercon, ptwl� pcmie:, Warr qr! Page 11 of 22 W BEYLER Post Design: (1) 6x6 LOAD CASE: L. (ft) = Vapplied (#) = Mapplied (ft-#) = Papplied (#) = CD= Bendinc Fb* (psi)= CL= Fb (psi)= Axia Le/d = F,* (psi)= CP= F'c (psi)= Vallow (#) " Mallow (ft - #) Pallow (#) " (fc/Fj +fd(Fb(1-(fc/FcE) = (fdFcE) +( fb/Fbd . P.^allow on PL Deflection L/ 240 Shear ChecL Vapplied/Vallov MOMENT N Mapplied/Maloov AXIAL F Papplied/Pallov (fdFo')2 + fd(Fb(1-(fdF.E (fdFo')2 + fd(Fb(1-(fdF.E &/FcE) +( fdFbE) (fdFoE) +( fdFbE) AXIAL P. on PL Pc"applied/Pc-allov DEFLECTION Dactual/Dallo- Overall ChecL Post: P2 POST: P2 Foundation: D20 (Eq.16-9) (Eq.16-10) (Eq.16-11) (Eq.16-12) (Eq.16-13) DL + LL DL + SL DL+0.75(LL+SL DL + W or E DL+0.75(LL+SL +WorE 2.00 ft 2.00 ft 2.00 ft 2.00 ft 2.00 ft 55 28 58 8 58 55 28 58 8 58 2657 1328 2799 380 2799 1 1.15 1.15 1.6 1.6 FbE (psi)= 238422 CbF = 1 680 782 782 1088 1088 1 1 1 1 1 680 782 782 1088 1088 FoE = 19275 CcF = 1 4.4 4.4 4.4 4.4 4.4 1040 1196 1196 1664 1664 0.99 0.99 0.99 0.98 0.98 1028 1181 1181 1634 1634 2420 2783 2783 3872 3872 1571 1807 1807 2514 2514 31109 35713 35713 49421 49421 0.04 0.02 0.04 0.00 0.03 0.00 0.00 0.00 0.00 0.00 12251 12251 12251 12251 12251 NA NA NA 0 0 0.00 0.00 0.00 0.00 0.00 OK OK OK OK OK 2% 1% 2% 0% 2% OK OK OK OK OK 4% 2% 3% 0% 2% OK OK OK OK OK 9% 4% 8% 1% 6% OK OK OK OK OK 4% 2% 4% 0% 3% OK OK OK OK OK 0% 0% 0% 0% 0% OK OK OK OK OK 22% 11% 23% 3% 23% OK OK OK OK OK 0% 0% 0% 0% 0% OK OK OK OK OK 'Table 4A, 4B, 4D Bending) (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) 'Table 4a Compression) (3.7.1.4) <50 (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) ✓xllox=A*Fv*CD/1.5 'Aallav = S*Fb*CD*CF'CL*Cr 1a11ax=A*Fc*CD*CF*CP Eq 3.9-3) Eq 3.9-4) 'c^allax =A * Fo * Cb _/(I * E / 15 * L *M,ppl y) Table 1604.3(f) PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 t�cyrlercon, ptwl� pcmie:, War. qr! Page 12 of 22 PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 im BELER Foundation Design Foundation Design Criteria SBPAuow = 1500 psf Coefficient of Friction, µ = 0.25 Allowable Lateral Bearing Pressure = 150 pcf Spread Footings DATE:10/26/2022 DESIGNED BY: JEB Footing Mark Width Length Depth Reinforcing Bars Allowable Capacity F1.25 1.25 ft 1.25 ft 10 in 2 - #4 Bars EA Way 2344 Ibs F1.5 1.50 ft 1.50 ft 10 in 3 - #4 Bars EA Way 3375 Ibs F2.0 2.00 ft 2.00 ft 10 in 3 - #4 Bars EA Way 6000 Ibs F2.5 2.50 ft 2.50 ft 10 in 3 - #4 Bars EA Way 9375 Ibs F3.0 3.00 ft 3.00 ft 12 in 3 - #4 Bars EA Way 13500 Ibs F3.5 3.50 ft 3.50 ft 12 in 4 - #4 Bars EA Way 18375 Ibs F4.0 4.00 ft 4.00 ft 14 in 4 - #4 Bars EA Way 24000 Ibs F4.5 4.50 ft 4.50 ft 14 in 5 - #4 Bars EA Way 30375 Ibs D22 1.83 ft 3960 Ibs D20 1.67 ft 3272 Ibs D18 1.50 ft 2651 Ibs D24 2.00 ft 4712 Ibs Continuous Footings Footing Mark Width Depth Reinforcing Bars Allowable Capacity CF12 12 in 8 in 2 - #4 Cont. 1500 plf CF16 16 in 8 in 2 - #4 Cont. 2000 plf CF18 18 in 8 in 2 - #4 Cont. 2250 plf CF21 21 in 8 in 2 - #4 Cont. 2625 plf CF24 24 in 12 in 3 - #4 Cont. 3000 plf CF30 30 in 12 in 3 - #4 Cont. 3750 plf CF36 36 in 12 in 3 - #5 Cont. 4500 plf CF42 42 in 15 in 4 - #5 Cont. 5250 plf CF48 48 in 15 in 4 - #5 Cont. 6000 plf 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 beylermrisulting. €om Nam r�euv- maa*j�e. Page 13 of 22 W. BEYLE R Roof Seismic Story Force = 417 Ibs (ASD) Roof Area 263 ft' Total Wind Force (N/S) = 0lbs (ASD) Total Wind Force (E/W) 0lbs (ASD) Number of Shear Walls along Grid A 1 wall(s) 13.17 ft B 1 wall(s) 0.00 ft C 0 walls) 0.00 ft D 0 wall(s) 0.00 ft E 0 walls) 0.00 ft F 0 wall(s) 0.00 ft G 0 walls) 0.00 ft H 0 walls) 0.00 ft Owall(s) Roof Height Modifier (100% is full height, 0% is Hipped end) Roof Height Modifier (100% is full height, 0% is Hipped end) PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Roof Layout 5 6 ITTIIII 9 1n soa Aso 0 v n °' v0000 ft 0.00 ft 0.000 ft 0.00 ft Roof 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Roof LAYOUT - not to scale 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 vierconsulting-corn PIM 17r.s,gr, Page 14 of 22 W. BEYLE R Roof Layout PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Shear Wall Line v=v o 0 Reactions (ASD) 3 o v a ai s � z N o M u 0 0 N u 0 Shear Wall Shear Wall 0 � c-I 0 z N Line Seismic Line Wind Reactions Reactions °1 N 3 F-A,Roof = 2091bs 0lbs Roof a F-B,Roof= 2091bs 0lbs � m o � o- O o- O � a o a 0 � o- o o- 0 � a o a 0 � � o- o o- 0 o- o o- 0 o- 0 o- 0 Applied Loads t 1 1 1 1 1 1 1 1 (ASD) Seismic: 21 plf 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf Wind: 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf 0 plf 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 . vierconsultinq_com PIM 17r.s,gr, Page 15 of 22 at 7, BU LER Wind Loadinq (MLFRS) PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Basic Wind Speed, V= 100 mph Section 26.5.1 Exposure Category: Mean Roof Height, h= 9.0 feet Parapet Height above roof, p= - feet Building Width, B= 13.2 feet Building Length, L= 20.0 feet Enclosed Building Ground Elevation factor: 342 Elev. (ft) Section 26.9 GCpi G = 0.85 gust effect factor defined in section 26.11.1 K, = 2.01 (z/zg) 2/alpha (ASCE 7-16 Table 27.3-1) Section 26.10.' K,t _ (1 + K, K2 K3)2 = 1.00 (ASCE 7-16 Eq. 26.8-1) Section 26.8.2 K. = 0.99 (ASCE 7-16 Table 26.9-1) Section 26.9 Kd = 0.85 (ASCE 7-16 Table 26-1) Section 26.6 1 = 1.00 (ASCE 7-16 Table 1.5-2) Windward: P = gGCp - gi(GCpi) (ASCE 7-16) (Eq. 27.3-1) CP = 0.8 (windward) Figure 27.3-1 Table 27.3-1 Eq. 27.3-1 Eq. 27.4-1a Eq. 27.4-1b Eq. 27.4-1 Eq. 27.4-1 h Sec.27.3.1 Sec.27.3.2 External Internal Total Total feet K, % (psf) %GCP - gi(GCpi) q G Cp + gi(G(q G Cp - gi(GCpi) 15 0.57 12.35 8.40 1.92 10.32 6.48 9 0.50 10.67 7.26 1.92 9.18 5.34 9 q=qh=qi= 10.67 7.26 1.92 10.32 5.34 0 q=qp= 0.00 - - - Parapet Leeward: P = gGCp - gi(GCpi) (ASCE 7-16) (Eq.27.3-1) External Internal Total Total qh (psf) ghGCP - gi(GCpi) q G Cp - gi(GC q G Cp + gi(GCpi) 10.67 -4.54 1.92 -2.62 -6.46 Along L 10.67 -3.60 1.92 -1.67 -5.52 Along B B Section 26.7.2 Alpha = 7 Z9 = 1200 0.18 Table 26.13-1 Totals Windward + Leeward h Along B Along L (Longitudinal) (Transverse) feet 12.0 (7.2) 12.9 (7.8) 15 10.9 (6.5) 11.8 (7.1) 9 10.9 (6.5) 11.8 (7.1) 9 ( ) values are ASD = ULT x 0.6 Figure 27.3-1 CP = -0.5 (Leeward along L) CP = -0.40 (Leeward along B) 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 Pk=Lrcyl�i'+cnnsalttng_fam Haan MAna Page 16 of 22 a BEYLER 4, 111.4:,JL PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB 0 The ATC Hazards by Locauan webs ite will not be updated to support,ASCE 7-22. Rod out why. C%TC Hazards by Location Search Information Address: 1B501 79th PI W. Edmonds, WA138026, USA Coordinaxes: 47.8314256.-122.3402781 Elevation: 342 fl Timesta mp: 2D22-10-25T 17:32.44.990Z hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Slte Class: D-default Basic Parameters Name Value Description Sg 1.304 MCER ground moton (period=4.2s) St 0.461 MCER ground motor (pertod�l.Ds) Sig 1.565 Site -mod fled spectral acceleration value SpA1 ` null Site-modlfled spectral acceleration value SOS 1.043 Numeric seismic design value at 0.2s SA Sol , null Numeric seismic design value at 1.Ds SA See Section 11.4.8 Mary- V11le Baker-Snoquu wh 3.42 ftrett Natio i�l E roi C1� e I Seattle CRedrnond O sMap data ,92022 Google Report a map error 5920 100th Street, #25, Lakewood, WA 98499 (253) 984-2900 y Iemansaturlg.corn Pjan, ram.&iw KLTAgw Page 17 of 22 BE=YLE=R Seismic Analysis Site Class: D Default (IBC 1613.3.2, ASCE Table 20.3-1) Site Coefficients: (USGS Open -File Report 01-437) SS = 1.304 Fa = 1.20 S1= 0.461 Fv= 1.84 SMs = Fa * SS = 1.565 (IBC Eq.16-37) SM1 = Fv * S1 = 0.848 (IBC Eq.16-38) Spectral Response Parameters: SDS = 2/3 * SMs = 1.043 SD1 = 2/3 * SM1 = 0.565 Structure Period: Ta = Ct * (hn)"= 0.1039 hn = 9 Ct = 0.02 x = 0.75 C❑ = 1.4 T(MAX) = Cu * Ta = 0.1455 Seismic Use Group: Risk Category: I or II Seismic Design Category: Seismic Design Category: Seismic Design Category(SDs): Seismic Design Category(SD1): Seismic Response Coefficients CS =SDS /(R/IE) _ Lateral Force Resisting System: R= IE _ CS(Max) _ SD1 / ((R / IE) * Ta) _ SD1*TL / ((R / IE) * TaA2)= CS(Min) = 0.044 SDS I >=.01 = Not Required S1< 0.6g (IBC Eq.16-39) (IBC Eq.16-40) (ASCE Eq. 12.8-7) Ft. Structural Height Section 11.2 (ASCE Table 12.8-2) (ASCE Table 12.8-2) (ASCE Table 12.8-1) (ASCE 12.8.2) (ASCE7 11.5.1) PROJECT NAME: Stehr.xism PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB All other structural system I = 1.00 (ASCE Table 1.5-2) D (IBC 1613.3.5, ASCE 11.6) D IBC Table 1613.3.5(1), ASCE Table 11.6-1 Short Period (SDS) D IBC Table 1613.3.5(2), ASCE Table 11.6-2 1 Second Period (SD1) 0.160 (ASCE Eg 12.8-2) Wood Shear Walls 6.5 (ASCE 7 Table 12.2-1) 1.00 (ASCE Table 1.5-2) 0.837 0.837 (ASCE Eq 12.8-3) for T < TL OK 48.306 (ASCE Eq 12.8-4) for T > TL OK 0.069 0.046 (ASCE Eq 12.8-5) (ASCE Eq 12.8-6) V = Cs * W = 0.160 W (Ultimate Strength) Va = Cs/1.4 * W = 0.115 W (Allowable Stress) TL= 6 Fig 22-14 ASCE Section 12.8 & 11.4.6 (ASCE fig. 22-14 thru 22-17) 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 .vterransulNng_conn P44M OVEJU0, MW;e!. Page 18 of 22 $EYLER Seismic Analysis Non-structural Components - Seismic Coefficients PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Interior Walls Component Importance Factor Ip= 1.0 [13.1.3] Component Modification Factor, RP: RP = 2.5 Table 13.5-1 or 13.6-1 Component Amplification Factor: ap = 1.0 Table 13.5-1 or 13.6-1 Spectral Acceleration SDS= 1.043 Height W/ Respect to Base: z = 9 Average Roof Height w/ Respect to Base: h = 9 Overstrength Factor: QD = 2.5 Lateral Force. Streneth Desien (ASCE 7-16 Sect. 13.3 Lower Limit FPH = (0.3SDSIP)WP= 2_ 0.31 Wp FPH = (0.4aPSDS)WP x (1 + 2(z/h))/(Rp/lp) _ = 0.50 Wp <--- Governs Upper Limit FPH = (1.6SXslp)Wp= < 1.67 Wp Exterior Walls Component Importance Factor Ip= 1.0 [13.1.3] Component Modification Factor, RP: RP = 2.5 Table 13.5-1 or 13.6-1 Component Amplification Factor: ap = 1.0 Table 13.5-1 or 13.6-1 Spectral Acceleration SDS= 1.043 Height W/ Respect to Base: z = 9 Average Roof Height w/ Respect to Base: h = 9 Overstrength Factor: ()D = N/A Lateral Force. Streneth Desien (ASCE 7-16 Sect. 13.3) Lower Limit FPH = (0.3SDSIP)WP= 2_ 0.31 Wp FPH = (0.4aPSDS)WP x (1 + 2(z/h))/(Rp/lp) _ = 0.50 Wp <--- Governs Upper Limit FPH = (1.6SXslp)Wp= < 1.67 Wp 5920 100th Street, #25, Lakewood, WA 98499 [ (253) 984-2900 .vler-ran-rAiMng_Cam P44M OvIdUO, MW;e!, Page 19 of 22 W BEYLER {-Od3u Lr.Hc Roof SEISMIC STORY MASSES Number of Stories 1 Total Building Mass 3.7 k Item Area Load (psf) Mass Roof 263 ft2 14.1 psf 3.7 k Subtotal 3.7 k PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Longitudinal Transverse 3.7 k 3.7 k 3.7 3.7 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 beylermnsulting. co=n Plan. illesij,_ IN &Wkgs. Page 20 of 22 W BEVLER SEISMIC VERTICAL DISTRIBUTION PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB Vertical Distribution of Force W = 4 kips (See Building Weight Sheet) Base Shear Coefficient, Cs = 0.160 (Ult) V = CsW = 1 (Ultimate) ASCE 7-16 EQ 12.8-1 Ct = 0.020 Table 12.8-2 x = 0.75 Table 12.8-2 Hn = 9.0 ft Structural Height defined in 11.2 Ta = Cthnx = 0.104 s ASCE 7-16 EQ 12.8-7 K = 1.0 k = 1 if period is .5s or less, k = 2 if period is 2.5s or more, k= 1-2 if between Fx = Cvx V EQ 12.8-11 Cvx = WxHxK K Y_WiHi EQ 12.8-11 MFRS Vertical Distribution - ASCE 7 Section 12.8.3 Level Wx (kips) Hx (ft) WxHxK Cvx Fx Vx Roof 4 9 33 1.000 0.6 k 0.6 k F 4 33 0.6 k Diaphraghm Design Forces - ASCE 7 Section 12.10.1.1 Multiplier for Level Wpx (k) Y—Wi YFi Fpx (k) Fpx_min (k) Fpx-max (k) Fpx-design (k) Diaphragm Design Roof 4 3.7 0.6 0.6 0.8 1.5 0.8 1.30 If Seismic Design Category D, E, or F with Horizontal Irregularity Type 1 a, 1 b, 2, 3, or 4 per Table 12.3-1 or Vertical irregularity type 4 in Table 12.3-2 increase diaphragm and collector demand by 25 % per section 12.3.3.4. This section only applies to Connections of diaphragms to vertical elements and to collectors as well as Collectors and their connections, but for practicality has been applied to all diaphragm design where applicable conservatively. 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 bey lertonsul tl ng , cc--Ti NAM mamges Page 21 of 22 al BEYL.ER Kicker: PROJECT NAME: Stehr.xlsm PROJECT NUMBER: 22.00324 DATE:10/26/2022 DESIGNED BY: JEB V= 701b ce= (T0lb12)'SQRT(2) = 501b Belt: 112" Vti+= 302 Z=190lb Table M NDS Z Cd Cm Ct Cg Cdelt Z'= 1901b° 1_G"0,7*1 "1 `0.57"416=81 Ib w' = 3021 bli n ` 1.6 ' 0.7 * 1 = 338 lb Z'a = ((338 IbAn * 4" )*81 Ib}I ((338 Win * 4")"C0S^2(45)+81lb * SIN" T(45)) = 153 lb Use 112" Bolt 5920 100th Street, #25, Lakewood, WA 98499 1 (253) 984-2900 trey lerconsuluny_oam Km ,. Page 22 of 22